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17309 40TH AVENUE NE_BLD2018_2026
Ar{Z OI N Ja� NeMO 2 n3 c p Ka - < 1� ua 1 ��• ►H`l� °�v� to JV.T- IrT - r ' v • L r a. C _. ��=�i4�N'�lt7i.a..�t:� '_ _" tir„e .._. t �- / '{l1'a+•� ,.'qg'�•':�T �.•?...^ � t;r •• �Dlf a ��r�ti �r �'� T 1 1^ ..7� K• F t •� � _ 1�'T; i�{�� -�.� �i' �-�•`i'm' �;,' � �fi+., �1 � �4L1 C. .c+•t�" � � 1�t0Jc�A L� wv 11 vRLN N�i' �$ cam► K^� M 3 PL, �'o ,c��D oW6 MARS=N y ve,V,:ru e4.,P- ^9r, r - � A9 a pr'Oevang arehimCt top over Iay�tR, I Say it iS lee, + w- t One of two gates through wall: ( portlin9 layout I have add�p� ira this ` ' , m s r9 u T Clearly meant for acceed(P► f aerial view was. the initial intent the rest of the parking... jig t 1 rose ara1 hm"I. 0 irs. Ca4 Is d•*04V dri ••� «j�'Pf1af AyF'.p r� nr}n �SL � r f • L 1 Y', - I, ' f I sRa idMC Gdl f. Nj 1 .� 'I ��•'1r `Itotr�Brill/ � � iI� �i u -AU I k I�nlGilClatnn ',J19E6� � Er � - — --A-- ` ��iir > _ )R1tgCl�/.Iri + 1570 ice, I�ItI ��1__`lllq?.)3;,�'•i:^.� il'i '1rd11 :17dfsti CNOTICE � DA TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED Cl DO NOT OCCUPY ❑ APPROVED PERMIT#: LOT#: I DATE: Z 1 JOB ADDRESS: ,L% ' NW TYPE OF INSPECTION: n 6 — �--ll ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK: MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION SIC_ lL 1 Iv�St�cc�co�J. Q THE ACTIONS OR C ECTIONS INDICATED ABOVEARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BY LAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE O BUILDING DEPT. 0 PLANNING DEPT. CITY OF ARLINGTON NOTICE TO PERMITEE AND/OR OWNER O PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED Cl DO NOT OCCUPY O APPROVED + PERMIT#: LOT#: DATE: 2., JOB ADDRESS: TYPE OF INSPECTION: j k — I L a 1A ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK:MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. i ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION 1 LA THE ACTIONS OR C EMONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTORS DATE ❑BUILDING DEPT. ❑PLANNING DEPT. J CITY OFA;RLINGTON , . ��. NOTICE 1 TO PERMITEE AND/OR OWNER --! ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY XAPPROVED PERMIT#: 4^ LOT#: DATE: JOBADDRESS: TYPE OF INSPECTION: M•, i,1 G k^, ;: i.� �_ 1 - /'' ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK:MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. Cl CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BY LAW MAY APPLY. FOR INSPECTION CALL: 360-403-3417 ,4-"v / �; INSPECTOR DAT' BUILDING DEPT. Cl PLANNING DEPT. CITY OF ARLINGTON NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED Cl DO NOT OCCUPY ❑ APPROVED PERMIT#: 1 LOT#: DATE: l+ l JOB ADDRESS: TYPE OF INSPECTION: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK:MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE 1 APPROVED. ❑ WORK NOT READY FOR INSPECTION:$SO REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3SS1 Cl CALL FOR REINSPECTION THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BY LAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR ' DATE 16 BUILDING DEPT. 0 PLANNING DEPT. CITY OF ARLINGTON (4j NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY APPROVED PERMIT#: 00 [ LOT#: I DATE: S JOB ADDRESS: 1-1309 4o j'o kvc f & ` TYPE OF INSPECTION: L-'V&To[z 1 i t i-L ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK:MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION Ku)y 1.N,-t Oki per`-, IZE k vt)�L7 171J6- ''C-o oUL 3� St�1�1�1.11A14 of oLJ! 5enZjTh I.JCSL W1aLL� THEACTIONS OR CORRECTIONS INDICATED ABOVEARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 ,LSD 6"1 INSPECTOR DATE /BUILDING DEPT. Cl PLANNING DEPT. CITY OF ARLINGTON CITY OF ARLINGTON 238 N. OLYMPIC AVE - ARLINGTON, WA. 98223 PHONE; (360) 403-3551 BUILDING PERMIT Address:17309 40th Avenue NE Permit#:2018 Parcel#:31052100306300 Valuation:0.00 OWNER APPLICANT CONTRACTOR Name: Name:Charles Morgan and Associates Name:AMCAL General Contractors Address: Address:7301 Beverly Lane Address:30110 Agoura Road City,State Zip:, City,State Zip:Everett,WA 98203 City,State Zip:Agoura Hills,CA 91301 Phone: Phone:425-353-2888 Phone:818-706-0694 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Commercial New CODE YEAR: 2015 STORIES: 4 CONST.TYPE: DWELLING UNITS: OCC GROUP: BUILDINGS: 1 OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY; NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC 110/IRCI 10. ALE TAX N TICE:Sales tax relatin P construction and construction materials in the City of Arlington must orted o ur sales tax return fo n and coded City A ingt #3101. ///-7 rar tiv�✓ fl-Z7 Sig tatur Print Name Date del .sed By Date _ CONDITIONS Adhere to approved plans. THIS PERMIT AUTHORIZS ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 11/27/2018 Building Permit Fee $132,261.28 11/27/2018 Building Plan Review Fee $85,969.83 11/27/2018 Park-Community MF $42,876.24 11/27/2018 Processing/Technology Fee $25.00 11/27/2018 State Building Code Surcharge Fee $535.00 11/27/2018 Tree Mitigation $6,922.50 Total Due: $268,589.85 Total Payment: $96,529.83 Balance Due: $182,060.02 CALL FOR INSPECTIONS BUILDING(360)403-3417 When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon M 1 f1� f • • CommunityWity of ArfingtoW ` Economic Development February 4, 2019 Arnold Lopez AMCAL Multi-Housing, Inc. 17862 E 17th Street,Suite 209 Tustin,CA 92780 RE: Cedar Pointe Apartments Mr. Lopez, This letter is to inform you that the address for the Cedar Pointe Apartments,tax parcel number 31052100306900,is assigned as 17309 40th Avenue NE,Arlington,WA 98223. Please contact me if you have any questions or concerns. 4ectfully, Kri tin Foster Permit Technician II I�•- � i l � i GAT Y U� tity of Arfingto# Community •nomic Developme November 7,2018 AMWA Development,Inc. Attn: Mario Turner 30141 Agoura Rd.Ste. 100 Agoura Hills,CA 91301 949-863-9408 RE: Cedar Pointe Apartments Mr.Turner, The City of Arlington has concluded its review of all building plans and documents related to the Cedar Point Apartments project.The building plans have been approved,signed and are ready for issuance,however they may not be released until all civil permit requirements are met. Please feel free to contact me with any questions you may have regarding the project.360-403- 3457or mhayes@arlingtonwa.,ov_ Thank you for choosing Arlington to site your project.We look forward to working with you throughout the process to achieve a successful outcome. Respectfully, Marc Hayes Community and Economic Development-Director City of Arlington,WA 1�, I ��I Permit Information Date 6/20/2018 Permit Number 2018 Project Name Smokey Point Senior Apartments Applicant Name Charles Morgan and Associates Applicant Address 7301 Beverly Lane City,State,Zip Everett,WA 98203 Contact Charles Morgan A Phone 425-353-2888 Email charliejr@cmaarch.com Permit Type Commercial New Site Address Valuation 0.00 Status Applied Permit Issued Permit Expires Square Feet 0 Type of Construction/Occupancy Load Number of Stories 4 Proposed Use New Multi-Family Assigned To Kristin Foster Property Parcel Address Legal Owner Owner Phone Zoning 31052100306300 17309 40TH AVENUE NE Contractors Contractor Name Primary Contact Phone Email Contractor Type License License# MCAL General Contractors 18-706-0694 iwinter@amcalhousing.com ,ONTRACTOR Notes Date Note 6/20/2018 INeed to calculate the valuations. 6/20/2018 lContractor is not licensed with L&I Uploaded Files Upload File Date 7= File Uoloaded By 6/20/2018 9:19:15 AM Smokey Point Senior Apartments Application.pdf Foster.Kristin }( COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington- 18204 59th Ave NE- Arlington,WA 98223- Phone(360)403-3551 The following minimum information is required for your Commercial/Multi-Famlly Building Permit Application. Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents. Incomplete applications will delay the review. ® One (1) City of Arlington Commercial/Multi-Family Permit Application (One (1) permit application per building or structure is required) 12 One (1) City of Arlington Comm ercial/MuIti-Family Submittal Requirements Form 10 Two (2)Architectural Drawings 10 Two (2) Structural Drawings Two (2) Structural Calculations ❑ One (1) Project Specification Manuals(if applicable) One (1) NREC Code Compliance Forms One (1) Special Inspection Requirements Forms Q One(1)Occupant's Statement of Intended Use Form Drawings shall be BOUND SEPARATELY BY TYPE, architectural, structural and landscape, and then ROLLED TOGETHER IN COMPLETE SETS An intake appointment is required for all new Commercial or Multi-Family Building Permit Applications. To schedule an appointment please contact the City of Arlington Permit Center at(360)403 3551 or by email to cedParlingtonwa.gov. I acknowledge that all items designated above are included as part of this application. REV 2015 Page 1 of 9 I 1 Off, COMMERCIAL APPLICATION � s j�c,��, PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223" Phone(360)403-3551 A. FEES DUE AT TIME OF PERMIT ISSUANCE B. CODES The City of Arlington currently enforces the following: International Codes 1. 2015 International Building Code(IBC) 2. 2015 International Residential Code(IRC) 3. 2015 International Mechanical Code(IMC) 4. 2015 International Fuel Gas Code(IFGC) 5. 2015 International Fire Code(IFC) 6. 2015 International Plumbing Code(IPC) 7. 2015 International Property Maintenance Code(IPMC) 8. 2015 International Existing Property Code(IEBC) 9. 2015 Washington State Energy Code(WESC) 10. 2009 Accessible&Usable Buildings and Facilities(ICC/ANSI 1417.1) Washington State Amendments 1. WAC 51-50 Washington State Building Code 2. WAC 51-51 Washington State Residential Code 3. WAC 51-52 Washington State Mechanical Code 4. WAC 51-54 Washington State Fire Code 5. WAC 51-56&51-57 Washington State Plumbing Code and Standards 6. WAG 51-11 Washington State Energy Code 7. WAC 296-46B Electrical Safety Standards,Administration,and Installation C. CITY OF ARLINGTON DESIGN REQUIREMENTS Design Wind Speed: 85 miles per hour(Exposure C) Ground Snow Load: 25 pounds per square foot Seismic Zone: D2 Rainfall: 2 inches per hour for roof drainage design. Frost Line Depth: 12 inches Soil Bearing Capacity: 1,500 psf unless a Geo-Technical Report is provided.(IBC Table 1804.2&IRC R401.4.1) D. PLANS AND DRAWINGS Submit two(2)complete sets of drawings and plans.Drawings and plans must be submitted on minimum 18"X 24", or maximum 30"X 42"paper.All sheets are to be the same size and sequentially labeled. Plans are required to be clearly legible,with scaled dimensions,in indelible ink,blue line,or other professional media.Plans will not be accepted that are marked preliminary or not for construction,that have red lines,cut and paste details or those that have been altered after the design professional has signed the plans. Please Note:A separate submittal of plans is required for each building or structure. REV 2015 Page 2 of 9 i Gt Y 41, -� COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360)403-3551 DETAILED SUBMITTAL REQUIREMENTS Mark each box to designate that the information has been provided. Please submit this checklist as part of your submittal documents A. SITE PLAN—REQUIRED WITH ALL SUBMITTALS (May be included as part of the Architectural Drawing cover Sheet) 1. Drawing shall be prepared at scale not to exceed 1"=20 feet. 2. Show building outline and all exterior improvements. 3. Provide property legal description and show property lines. 4. Provide dimensions from the property lines to a minimum of two building corners(or two identifiable locations for irregular plan shapes). 5. Show building setbacks,easements and street access locations. 6. Indicate North direction. 7. Indicate finish floor elevation for the first level. 8. Provide topographical map of the existing grades and the proposed finished grades with maximum five feet elevation contour lines. 9. Show the location of all existing underground utilities, including water,sewer,gas and electrical. 10. Flood hazard areas,floodways,and design flood elevations as applicable. B. ARCHITECTURAL DRAWINGS 1. ❑ Cover Sheet a) Building Information 1. Specify model code information. 2. Construction Type. 3. Number of stories and total height in feet. 4. Building square footage(per floor and total) 5. IBC Occupancy Type(show all types by floor and total). 6. Mixed-use ratio(if applicable) 7. Occupant load calculation(show by occupancy type and total) 8. List work to be performed under this permit b) Design Team Information 1. Design Professional in Responsible Charge 2. Architects 3. Structural Engineers 4. Owner 5. Developer 6_ Any other Design Team Members 2. Floor Plan a) Plan view 1/8"minimum scale.Details a minimum Winch scale. b) Plans must show the entire tenant space. c) Specify the use of each room/area. d) Provide an occupant load calculation on the floor plan.(on every floor,in all rooms and spaces) e) Show ALL exits on the plans;include new,existing or eliminated. f) Show Barrier-Free information on the drawings. g) Show the location of all permanent rooms,walls and shafts. h) Note the uses in the adjacent tenant spaces,if applicable. i) Provide a door and door hardware schedule. REV 2015 Page 3 of 9 i I Gt y Of -� COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360) 403-3551 j) Show the location of all new walls,doors,windows,etc. k) Provide details and assembly numbers for any fire resistive assemblies. 1) Indicate on the plans all rated walls,doors,windows and penetrations. m) Provide a legend that distinguishes existing walls,walls to be removed and new walls. 3. Reflected Ceiling Plan a) Plan view 118"minimum scale.Details a minimum Y4-inch scale. b) Provide ceiling construction details. c) Provide suspended ceiling details complying with IBC 803.9.1.1. Show seismic bracing details. d) Show the location of all emergency lighting and exit signage. e) Detail the seismic bracing of the fixtures. f) Include a lighting fixture schedule. 4. Framing Plan a) Specify the size,spacing,span and wood species or metal gage for all stud walls. b) Indicate all wall, beam and floor connections. c) Detail the seismic bracing for all walls. d) Include a stair section showing rise,run,landings, headroom,handrail and guardrail dimensions. 5. ❑ Storage Racks(if applicable) a) Structural calculations are required for seismic bracing of storage racks eight feet or greater in height. b) Eight feet or less,show a positive connection to floor or walls. NOTE:High pile storage shall meet the requirements of current International Building and Fire Codes. C. ® SPECIAL INSPECTION 1. Where special inspection is required by IBC 1704,the registered design professional in responsible charge shall prepare a special inspection program that will be submitted to the City of Arlington and approved prior to issuance of the building permit to comply with IBC 106.1. D. WASHINGTON STATE ENERGY CODE 1.One(1)completed Washington State Non-Residential Energy Code Envelope Summary forms. E. OCCUPANT'S STATEMENT OF INTENDED USE 1. The Occupant's Statement of Intended Use form shall be completely filled out and may require the submittal of a Hazardous Materials inventory Statement(HMIS).Contact the Arlington REV 2015 Page 4 of 9 -- COMMERCIAL APPLICATION 4IN ��. PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360)403-3551 The building permit does not include any mechanical, electrical, plumbing or fire sprinkler/alarm work. These permits are issued separately.Mechanical,electrical, plumbing, or fire sprinkler/alarm permits require a separate permit application and may also require separate plan review. Please note that any tenant improvement work in a space that involves food handling or preparation requires Snohomish County Health District approval before the permit can be issued. You must provide the Permit Center a copy of the approval letter or the approved plans. Contact the Snohomish County Health District at (425) 339-5250 with any questions or for more information. An intake appointment is required for all large Tenant Improvement Building Permit Applications. To determine if your project requires an intake appointment,to schedule an appointment or to ensure that you have the most current information,please contact the City of Arlington Permit Center at(360)403-3551 or by email to ced@arlingtonwa.gov. Incomplete applications will not be accepted. I acknowledge that all items designated as submittal requirements must accompany my Building Permit Application to be considered a complete submittal. REV 2015 Page 5 of 9 i V1�Y Or COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360)403-3551 THIS APPLICATION TO BE USED FOR NEW COMMERCIAL STRUCTURES AND RESIDENTIAL DWELLINGS NOT REGULATED UNDER THE IRC. THIS APPLICATION MUST BE ACCOMPANIED BYA COMMERCIAL APPLICATION SUBMITTAL CHECKLISTAND AN OCCUPANT'S STATEMENT OF INTENDED USE. Name of Project:Smokey Point Senior Apartments Valuation: Project Address: 3905 172nd NE, Arlington WA 98223 Parcel ID#: 31052100306300 Legal Description Owner: AMCAL Multi-Housing, Inc. Phone Number: 949-863-9408 Address: 17842 E. 17TH ST STE 209 City:Tustin State:CA Zip Code:92780 Engineer: CG Engineering Phone Number: 425-778-8500 Cell Phone: E-mail:Che_vy@cclengineering.com__ _ 250 Fourth Ave S Suite 200 Edmonds WA 98020 Address: Gity: State: Zip Code: General Contractor:AMCAL General Contractors Phone Number:818-706-0694 Cell Phone: E-mail: mWnter@amcalhousincl.com & Address:30110 Agoura RD Suite 100 City.Agoura Hills State: CA Zip Code: 91301-4332 Contractor's License Number: Expiration: Contact Person: CHARLES MORGAN,JR Phone Number:425-353-2888 Cell Phone: 425-760-3917 E-mail:charliejr@cmaarch.com Address: 7301 Beverly Lane City:Everett State: WA Zip Code:98203 Proposed Scope of Work:255 senior affordable unit apartment complex REV 2015 Page 6 of 9 i Gt Y Ot COMMERCIAL APPLICATION N�1 PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360) 403-3551 Project Name/Tenant Smokey Point Senior Apartments Site Address3905 172nd NE, Arlington WA 98223 Bldg/Unit/Suite IBC Construction Type VA IBC Occupancy Type R-2, A-2, A-3, B & S-1 Description of Use Senior affordable apartments Building Square Footage 205,945 Number of Stories 4 Square Footage Per Floorlst 52,726 SQ/FT, 2nd 48,417 SQ/FT, 3rd 52,401 SQ/FT& 4th 52,401 SQ/FT Will there be any installation, modification or removal of the following?(Check all that apply) ® Automatic fire extinguishing systems ❑ Compressed gas systems Fire alarm and detection systems ❑ Fire pumps ❑ Flammable and combustible liquids(tanks,piping etc...) ❑ Hazardous materials ❑ High piled/rack storage ❑ Industrial ovens/furnace ❑ Private fire hydrants ❑ Spraying or dipping operations 0 Standpipe systems ❑ Temporary membrane structure,tents(>200sq ft)or canopies(>400 sq ft) Provide details on any of the above checked items: Installation,changes,modifications or removal of any of the above may require additional submittals, Information,or permits during the plan review or construction process. Statement of Special Inspection REV 2015 Page 7 of 9 .� I COMMERCIAL APPLICATION .... Goo PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360)403-3551 Smokey Point Senior Apartments Name of Project: Project Address: 3905 172nd NE, Arlington WA 98223 Special Inspection Firm: Materials Testing & Consulting (MTC) Address: 777 Chrysler Drive, Burlington WA 98233 Raymond McNamara 360-755-1990 Contact Person: Phone: . Email: raymond.mcnamara@mtc-inc.net Special Inspection Firm Special Inspectors: The Special inspection Firm of Materials Testing & Consulting (MTC) will perform special inspection for the following types of work(separate forms must be submitted if more than one firm is to be employed). (�) Reinforced Concrete ( ) Bolting in Concrete ( ) Pre-stressed Concrete ( ) Shotcrete ( ) Structural Masonry Structural Steel and Welding (�} High-Strength Bolting ( ) Spray-Applied Fireproofing ( ) Smoke-Control Systems V) Other Specify:ltems listed on the plans (see S1.1) All individual inspectors to be employed on this project will be WABO certified for the type of inspection they are to perform. If inspection is for work that is not covered by the WABO categories,a detailed resume of the inspector and firm must be submitted.The resume must show the inspector and firm are qualified to perform the work and testing required by the project design and specifications. The work shall be inspected for conformance with the plans and specifications approved by the City. Revisions and addenda sheets will not be used for inspection unless approved by the City.The special inspector shall report to the City revisions that are not approved. A daily record will be maintained on site itemizing the inspections performed,for the review of all parties.Any nonconforming items shall be brought to the immediate attention of the contractor for resolution.A weekly shall be submitted to the City;detailing the inspections and testing performed,listing any nonconforming items and resolution of nonconforming items.Unresolved nonconforming items will be detailed on a discrepancy report and presented to the building department. A final report shall be submitted to the Building Division prior to the Certificate of Occupancy being issued.This report will indicate that inspection and testing was completed in conformance with the approved plans,specifications and approved revisions and addenda. Any unresolved discrepancies must be detailed in the final report. The special inspector and special inspection firm serve in the role as'deputy"City of Arlington inspectors and as such are responsible to the City of Arlington Building Division in the performance of the required work. Contractor: The contractor shall provide the special inspector or agency adequate notification of work requiring inspection. The City approved plans and specifications must be made available,at the job site for the use of the special inspector and the City Inspector.The contractor shall maintain all daily inspections reports,on site,for review. REV 2015 Page 8 of 9 COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community& Economic Development City of Arlington• 18204 59th Ave NE• Arlington,WA 98223• Phone(360)403-3551 The special inspection functions are considered to be in addition to the normal inspections performed by the City and the contractor is responsible for contacting the City to schedule regular inspections.No concrete shall be poured or other work covered until approved by the City Inspector. Building Division: The Building Division shall review any revisions and addenda.Approved copies will be given to the contractor to maintain as part of the approved plan set. The City Inspector will monitor the special inspection functions for compliance with the agreement and the approved plans. The City Inspector shall be responsible for approving various stages of construction to be covered and work to proceed. Design Professionals: The architect and engineer will clearly indicate on the plans and specifications for the specific types of special inspection required,and shall include a schedule for inspection and testing. The architect and engineer will coordinate their revisions and addenda process in such a way as to insure all required City approvals are obtained,prior to work shown on the revisions being performed. Owner: The project owner,or the architect or engineer acting as the owners agent,shall employ the special inspector or agency. ENFORCEMENT: A failure of the special inspector or firm to perform in keeping the requirements of the IBC,the approved plans and this document may void this agreement and the Building Officials approval of the special inspector.In such case a new special inspector and/or firm would need to be proposed for approval.A failure of the design and/or construction parties to perform in accordance with this agreement may result in a STOP WORK notice being posted on the project,until nonconforming items have been resolved. ACKNOWLEDGEMENTS I have read and agree to comply with the terms and conditions of this agreement. Owner: Date: I hereby certify that the above information is correct and that the construction on,and the occupancy and the use of the above-described property will be in accordance with the laws,rules and regulation of the State of Washington. �Applicants Signature t �J Print Applicants N e Date FOR STAFF USE ONLY 1 Permit# 4cepted By Amount Received Receipt# Date Received REV 2015 Page 9 of 9 Z�' . SAFEbuilt, Flan Review By SAFEbuilt PLAN REVIEW COMMENTS DATE: 8/13/2018 TO: Smokey Point Senior Apartments FROM: Lou Whitford PHONE: 949-863-9408 PHONE: 206-503-5948 EMAIL: chevy@cgengineering.com EMAIL: Iwhitford@safebuilt.com PERMITS#: BID 2018 OCCUPANCY GROUP: R-2, A-2, A-3, B &S-1, PROJECT: Apartments TYPE OF CONSTRUCTION: V-A ADDRESS: 3905 172"d NE NUMBER OF STORIES: 4 SAFEbuilt Inc. has reviewed the project documents listed above for conformance to the provisions of the 2015 International Building Code, Uniform Plumbing Code, International Fuel Gas Code, International Mechanical Code and International Energy Conservation Code as adopted and amended by the State of Washington and the City of Arlington. The permit referenced above will be recommended for release of the reviewed construction documents for this project. The items remaining are listed in the SAFEbuilt Form 002 Deferred Agreements.The Fire Review has yet to be submitted for approval and may cause delays if not submitted soon. All other outstanding comments have been addressed in an adequate fashion with no comments remain for the Structural, Mechanical,Plumbing,Architectural,or Energy Compliance review. Plans are being stamped approved and shall be returned to the City of Arlington this week. Please do not hesitate to contact me if any assistance is needed with this process. Sincerely, Lo-w W ki f f cwa Senior Plans Examiner 1621 114'h Ave SE, Ste 219 Bellevue, WA 98004 206-503-5948 Iwhitford@safebuilt.com i �1 Y COMMERCIAL APPLICATION PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE • Arlington, WA 98223 • Phone(360)403-3551 Name of Project: Smokey Point Senior Apartments Project Address: 3905 172nd NE, Arlington WA 98223 Special Inspection Firm: Materials Testing & Consulting (MTC) Address: 777 Chrysler Drive, Burlington WA 98233 - Contact Person: Raymond McNamara 360-755-1990 Phone: Email: raymond.mcnamara@mtc-inc.net Special Inspection Firm Special Inspectors: The Special inspection Firm of Materials Testing & Consulting (MTC) will the following types of work(separate forms must be submitted if more than one firm is to be employed) perform special inspection for (0,) Reinforced Concrete ( ) Bolting in Concrete ( ) Pre-stressed Concrete ( ) Shotcrete ( ) Structural Masonry Structural Steel and Welding High-Strength Bolting ( ) Spray-Applied Fireproofing ( ) Smoke-Control Systems I✓) Other Specify:ltems listed on the plans (see S1.1) All individual inspectors to be employed on this project will be WABO certified for the type of inspection they are to perform. If inspection is for work that is not covered by the WABO categories,a detailed resume of the inspector and firm must be submitted.The resume must show the inspector and firm are qualiried to perform the work and testing required by the project design and specifications. The work shall be inspected for conformance with the plans and specifications approved by the City. Revisions and addenda sheets will not be used for inspection unless approved by the City.The special inspector shall report to the City revisions that are not approved. A daily record will be maintained on site itemizing the inspections performed,for the review of all parties.Any nonconforming items shall be brought to the immediate attention of the contractor for resolution. A weekly shall be submitted to the City;detailing the inspections and testing performed, listing any nonconforming items and resolution of nonconforming items.Unresolved nonconforming items will be detailed on a discrepancy report and presented to the building department. A final report shall be submitted to the Building Division prior to the Certificate of Occupancy being issued.This report will indicate that inspection and testing was completed In conformance with the approved plans,specifications and approved revisions and adden Any unresolved discrepancies must be detailed in the final report. da. The special inspector and special inspection firm serve in the role as"deputy"City of Arlington inspectors and as such are responsible to the City of Arlington Building Division in the performance of the required work. Contractor: The contractor shall provide the special inspector or agency adequate notification of work requiring inspection. The City approved plans and specifications must be made available,at the job site for the use of the special inspector and the City Inspector. The contractor shall maintain all daily inspections reports,on site,for review. REV 2015 Page 8 019 1 . : .-� Gti Y (01 COMMERCIAL APPLICATION z,y PERMIT SUBMITTAL Department of Community & Economic Development City of Arlington• 18204 59th Ave NE • Arlington, WA 98223• Phone(360)403-3551 The special inspection functions are considered to be in addition to the normal inspections performed by the City and the contractor is responsible for contacting the City to schedule regular inspections.No concrete shall be poured or other work covered until approved by the City Inspector. Bullding Division: The Building Division shall review any revisions and addenda.Approved copies will be given to the contractor to maintain as part of the approved plan set. The City Inspector will monitor the special inspection functions for compliance with the agreement and the approved plans. The City Inspector shall be responsible for approving various stages of construction to be covered and work to proceed. Design Professionals: The architect and engineer will clearly indicate on the plans and specifications for the specific types of special inspection required,and shall include a schedule for inspection and testing. The architect and engineer will coordinate their revisions and addenda process in such a way as to insure all required City approvals are obtained,prior to work shown on the revisions being performed. Owner: The project owner,or the architect or engineer acting as the owners agent,shall employ the special inspector or agency. ENFORCEMENT: A failure of the special inspector or firm to perform in keeping the requirements of the IBC,the approved plans and this document may void this agreement and the Building Officials approval of the special inspector. In such case a new special inspector and/or firm would need to be proposed for approval.A failure of the design and/or construction parties to perform in accordance with this agreement may result in a STOP WORK notice being posted on the project,until nonconforming items have been resolved. ACKNOWLEDGEMENTS I have read and agree to comply with the terms and conditions of this agreement. Owner: _ Date: I hereby certify that the above information is correct and that the construction on,and the occupancy and the use of the above-described property will be in accordance with the laws,rules and regulation of the State of Washington. i Applicants Signature �� �hwlC � � IU G IS u Print Applicants N Date FOR STAFF USE ONLY 20(b _ VT JUN 15 2018 Permit epted By ArnounI Received Receipt,? Date Received REV 2015 Page 9 of 9 .�+ �� r _� i SAFEbuilt/WashIngton 1621 114'"Ave SE.Ste 219 8ell0vue,WA 08004 V/0 www.SAFEbuVLcom SAFEbuilt , FORM 002 DEFERRED SUBMITTAL REQUESTS The undersigned lies been issued a permit for construction prior to final approval of the following. The following items shall be considered deferred submittals and shall be submitted AND approved prior to installation. PERMIT NUMBER: 2018 APPLICANTS NAME AMCAL Multi-Hoining PHONE 949-863-9408 EMAIL MRrlo®AmealHousing.com PRIMARY CONTACT Charlie Morgan,Jr. PHONE 425-353-2888 EMAIL charliejrQcmnareh.com TAX I.D.NUMBER Number 1 PROJECT NAME Smolcey Point Senior Apartments PROJECT 255 Senior affordable apartments DESCRIPTION SITE ADDRESS 3905172"0 NE Plan Review BY SAEEbuilt 1 Page I ITEM:Sprinkler System Date Date ITEM:hoof Trusses Date Date ITEM:Fire Alarm Date Date ITEM:Elevator Date Date ITEM:Sldnage Date Date ITEM:Fire Department Access Plan Date Date I hereby assume all risk, financially and otherwise, for any construction performed that may need to be removed if the deferred submittals listed above are not appropriate. I understand that approval for the above deferred submittals) may take up to ten working days (or longer if there are problems with the submittal)from the date of submission. I understand that certain inspections will NOT be performed until the submissions are accepted. I understand additional fees will be required based on the additional time spent for plan review. All deferred submittals must be submitted to the design professional in responsible charge of the above project for written approval prior to submittal to SAFEbuilt. Architect/ElI inebi o Record Charles Moran Date 6/20/2018 Si nature Si n. L- Owner First name kast name V Date Date Signature Sign. G, 'ZZ ACCEPTED ON BEHALF OF THE SAFEBUILT SAFEbuilt First nam�t name =Date Date Signature Sign. `r�_._ Plan Review BY SAFEbuilt 2 Page i P I C civil &structural Plea Review ENGINEERING engineering&planning By SAFEbuilt 6 I STRUCTURAL CALCULATIONS I ' Smokey Point Apartments , 3905 172nd Street NE Arlington, WA 98223 I � vY o� WAS cA a m i fo LL 0611412018 250 4ffi Ave S Ste 200 Edmonds,WA 98020 deceived Phone:(425)778-8500 Fax:(425)778-5536 J U N H 1$ CG Project No.: 18023.10 zollb _� . .� � � ., �i � 1 � � � . � . �� � . . ;� r ' ' E - � Project Description and Scope This project is a 255 unit apartment building in Arlington.The proposed building will be four stories tall,with a mixture of dwelling units and common spaces on the first floor, primarily dwelling units on the upper three floors.The total usable building area will be approximately 200,000 sf.We anticipate that the proposed structure will consit of a mat foundation at ground level, and light-framed wood roof,floors, and walls.Steel members will only be used where needed,such as long spans in the common areas. Gravity Summary Design Per 2015 IBC Mat Foundation Pre-Engineered Wood Roof Trusses Wood I-Joist Floor System Wood, PSL, LSL or Steel Beams and Columns Floor Gravity Design Loads Wood Roof DL 23 PSF Roof LL(Snow) 25 PSF Wood Floor DL 22 PSF Floor/Exitway LL 40 PSF Stairway LL 40 PSF Decks LL 60 PSF Lateral Summary Design Per 201S IBC&ASCE 7-10 Flexible Diaphragm Analysis Light-Framed Wood Shear Walls Seismic Parameters Soil Site Class D SDs=0.770(Lat. 48.15333, Long.-122,17425) R=6.5 (Light-Framed Wood Shear Walls) 1= 1.0(Non-Essential Facility) Wind Parameters 110 MPH Wind Speed,3-Sec Gust Exposure Category B 1,= 1.0(Non-Essential Facility) Description By Date Prolect Summary NAL 06/14/18 Senior Livinta Apartments checked Date ENGINEERING Scale Sheet No. 250 41h Ave.South Project Sk Job No. moev Pt Suite 200 18023.10 Edmonds,WA98020 1 I I I �� i n r r GENERAL INDEX Smokey Point Apartments 3905172nd Street NE Arlington, WA 98223 SECTION TITLE /DESCRIPTION SECTION NO. (' GRAVITY DESIGN 1 LATERAL DESIGN 2 l 1 L ' L � L i r- 1 SECTION NO. 2 Smokey Point Apartments 3905172nd Street NE Arlington, WA 98223 SECTION TITLE: Wood Framing Gravitv Design J' SECTION INDEX DESCRIPTION PAGES Gravity Design Loads 1.001 Beam Span Table 1.002 Kev Plans 1.004 Beam Calculations 1.016 fiColumn Calculations 1.074 Footing Calculations 1.084 Retaining Wall Calculations 1.086 1 . l _ i i Gravity Design Loads Roof DL Built-up Wood Deck 5.0 psf Roofing Material 2.5 psf 1 3/4 Sheathing 2.3 psf Insulation 1.0 psf 5/8 Gypsum 2.8 psf Trusses @ 24"OC 3.0 psf M/E 1.5 psf Misc 1,5 psf I 19.6 psf USE 23.0 psf Floor DL 111 Hardwood Floor 4.0 psf 3/4 Sheathing 2.3 psf Insulation 1.0 psf 5/8 Gypsum 2.8 psf 4 9.5"TJI @ 16" 2.5 psf M/E 1.0 psf Misc 1.5 psf r 15.1 psf I (I USE 22.0 psf Exterior Walls Siding 2.0 psf 1/2 Sheathing 1.5 psf l Insulation 1.0 psf 5/8 Gypsum 2.8 psf 2x6 @ 16"OC 1.7 psf Misc 1.0 psf 110.0 psf USE 10.0 psf - Snow Load 25.0 psf I Floor LL 40.0 psf Unit Deck LL 60.0 psf I Description Gravitv Design Loads By NAL Date 06/11/18 II Checked Date ENGINEERING Scale Sheet No. 250 4th Ave.South Project Job No. Suite 200 Smokey Pt Edmonds,WA 98020 18023.10 I i i �� I Beam Span Table - Roof Beams 1 Allowable Uniform Distributed Load in Pounds Per Lineal Foot(PLF) Span Length in Feet Beam 4 5 6 7 8 1 9 10 11 12 13 14 15 16 17 18 19 20 4x6 HF#2 937 600 417 306 234 185 150 124 104 - - - - - - - 3 112 x 5 1/2 LSL 1541 986 685 503 369 259 189 142 109 - - - - 4x8 HF#2 1461 1038 721` 529 405 320 259 214 180 154 132 115 101 - 3 112 x 7 1/4 LSL 2616 1674 1163 854 654 517 419 321 247 195 156 127 104 - 6x8 DF 42 2162 1384 961 706 541 427 346 286 240 205 176 154 135 120 107 - - 2 11/16 x 9 1/4 PSL 2405 1924 1603 1374 1193 942 763 631 530 1452 378 307 253 211 178 151 130 4x10 HF#2 1863 14901 1084 796 610 482 390 322 271 231 199 173 152 135 120 108 3 1/2 x 9 1/4 PSL 3600 2880 2400 2057 1785 1411 1143 944 789 620 497 404 333 277 234 199 170 51/4 x 91/4 PSL 5399 4319 3600 3085 2677 2115 1713 1416 1183 931 745 606 499 416 351 298 256 2 11116 x 9 1/2 PSL 2470 1976 1647 1411 1235 991 802 663 557 475 409 334 275 229 193 164 141 31/2 x 91/2 LSL 3634 2907 2423 1893 1449 1145 927 766 643 506 405 329 271 226 191 162 139 —3 1/2 x 91/2 PSL 37001 2960 2467 2114 1850 1482 1201 992 834 674 540 439 362 302 254 216 185 6x10 DF#2 3404 2219 1541 1132 867 685 555 458 385 328 28S 247 217 192 171 154 . 139 51/4 x 91/2 PSL 5545 4436 3697 3169 2773 2224 1802 1489 1251 1011 810 658 543 452 381 324 278 7 x 9112 PSL 7390 5912 4927 42231 3695 2966 2402 1985 1668 1349 1080 878 723 603 508 432 370 211/16 x11 114 PSL 2925 2340 1950 1671 1 1463 1300 11041 912 767 653 563 491 431 382 325 276 237 3112 x11 1/4 LSL 4301 3441 2867 2458 2001 1581 1281 1058 889 758 653 547 450 375 316 269 231 3 112 x11 114 PSL 4382 3505 2921 2504 2191 1947 1653 1366 1148 978 843 729 600 501 422 359 307 6x12 DF#2 41?.3 3253 `2259 1660 12-71- 1004 813 672 565 481 415 361 318 28^ 251 225 203 5114 x11 114 PSL 65671 5253 4378 3752 3283 2918 2480 2050 1722 1468 1265 1097 904 754 1 635 540 463 211116 x11 7/8 PSL 3085 2468 2057 1763 1543 1371 1222 1010 849 723 624 543 478 423 1 377 324 278 3 112 x 11 718 LSL 4543 3634 3028 2596 2220 1754 1420 1174 986 841 725 631 530 441 3�2 316 271 3 112 x 11 7/8 PSL 4623 3698 3082 2642 2312 2055 1831 1513 1271 1083 934 814 709 591 498 423 363 5 1/4 x 11 7/8 PSL - 5548 4623 3963 3467 3082 2747 2270 1908 1626 1402 1221 1063 887 747 635 544 7 x11 718 PSL - 6160 5280 4620 41071 3663 3027 2543 2167 1869 1628 1411 1176 991 842 722 Notes: 1. This table is applicable for Simple Span beams with uniformly distributed loads(no point loads) 2. Table values are based on the limiting beam shear&moment capacities,as well as deflection 3. The deflection limit used in the above table is(L/180 Total Load)and(L/240 Snow Load) 4. This table is applicable for WLL/WoL<=3.0 5. Table values include the Size Factor(CF)and the Load Duration Factor(CD) Description Beam Span Table 1By RMK Date 05/16/18 0 Checked Date ENGINEERING Scale Sheet No 2504th Ave.South project Job No. Suite 20o Smoke Pt Edmonds,WA 98020 18023.10 1.o o Z 1 Beam Span Table - Floor Beams Allowable Uniform Distributed Load in Pounds Per Lineal Foot(PLF) Span Length in Feet Beam 4 5 6 7 1 8 9 10 1 11 12 1 13 14 15 16 17 18 19 20 4x6 HF#2 815 522 362 266 204 160 117 - - - - - - - - 3 1/2 x 5 1/2 LSL 1340 858 546 344 230 162 118 - - - - - 4x8 HF#2 1270 9D2 627 460 353 279 226 186 155 122 3 1/2 x 71/4 LSL 2275 1456 1011 743 522 367 267 201 155 122 6x8 DF#2 1880 1203 836 614 470 371 301 249 209 178 153 134 114 - 211/16 x 91/4 PSL 2405 1924 1603 1374 1193 889 648 487 375 295 236 192 158 132 111 4x10 HF#2 1620 1296 942 692 530 419 339 280 236 201 173 151 133 113 - 31/2 x 91/4 PSL 3130 2504 2087 1789 1553 1169 852 640 493 388 310 252 208 173 146 124 106 i 51/4 x 9114 PSL 4695 3756 3130 2683 2328 1753 1278 960 739 582 466 379 312 260 219 186 160 2 11116 x 9 1/2 PSL 2470 1976 1647 1411 1235 965 704 529 407 320 256 209 172 143 121 103 - 31/2 x 9112 LSL 3160 2528. 2107 16461 1260 953 694 522 402 316 253 206 170 141 119 101 - I 3112 x 9112 PSL 3215 2572 2143 1837 1608 1270 926 696 536 421 337 274 226 188 159 135 116 6x10 DF#2 2960 1930 1340 984 754 596 482 399 335 285 246 214 188 167 149 134 118 51/4 x 91/2 PSL 4825 3860 3217 2757 2413 1905 1389 1043 804 632 506 412 339 283 238 202 174 7 x 9112 PSL 6430 5144 4287 3674 3215 2540 1852 1391 1072 843 675 549 452 377 318 1 270 231 211/16 x11 114 PSL 2925 2340 1950 1671 1 1463 1300 1104 890 686 539 432 351 289 241 203 173 148 31/2 x 11 114 LSL 3740 2992 2493 2137 1740 1375 1114 866 667 525 420 342 281 235 198 168 144 3 1/2 x111/4 PSL 3810 3048 2540 2177 1905 1693 1438 1155 889 700 560 455 375 313 264 224 192 6x12 DF#2 3585 2829 1964 1443 1105 873 707 584 491 418 361 314 276 245 218 196 177 51/4 x11 1/4 PSL 5710 4568 3807 3263 2855 2538 2157 1739 1340 1054 844 686 565 471 397 337 289 2 11116 x 11 7/8 PSL 3085 2468 2057 1763 1543 1371 1222 1010 804 632 506 412 339 283 238 202 174 3 1/2 x 11 7/8 LSL 3950 3160 2633 2257 1930 1525 1235 1018 784 617 494 402 331 276 232 198 169 3 1/2 x 11 7/8 PSL 4020 3216 2680 2297 2010 1787 1592 1316 1050 826 661 538 443 369 311 265 227 51/4 x11 718 PSL - 4824 4020 3446 3015 2680 2389 1974 1575 12391 992 807 665 554 467 397 340 7 x 11 718 PSL - - 5357 14591 4018 3571 3185 12632 2090 16441 13161 1070 882 735 619 526 451 Notes: 1, This table is applicable for Simple Span beams with uniformly distributed loads(no point loads) 2. Table values are based on the limiting beam shear&moment capacities,as well as deflection 3. The deflection limit used in the above table is(L/240 Total Load)and(L/360 Live Load) 4. This table is applicable for WLLMDL<=4.0 5. Table values include the Size Factor(CF) Description Beam Span Table _ �13Y RMK I Date 05/16/18 O (Checked Date ENGINEERING Scale Sheet No. 250 41h Ave.South Suite 200 Project Smokev Pt Job No, Edmonds,WA 98020 1 18023.10 .Do 3 I l _ '1' 1 n 4 • 3 •94• I• • y t. M . 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I FT F -1-4 J-1- -P, Z.- 1 -1. llkv hilzI ;1h /7.-), 4(41 -!�)OA-A]; 7f 77 -2, J- Z- AlIQ 7,4 e7 1 ! _goo• ! . � ��- � , � ._!! i _-_ � .__1 .�.. ...__:.._. , . � _�..� . t LL Description B, Date tM F- - 4 kAO Checked Date ll ENGINEERING Scale Sheet No. 250 4th Ave.South Suite 200 Project Job No. Edmonds,WA 98020 0 425.778.8500tl www.cgengineering.com 16 f IF L- J i L-4 ... ...L_ T r-1 7 Description B, Date Checked Date ENGINEERING Scale Sheet No. 250 4th Ave.South Suite 200 Project Job No. Edmonds,WA 98020 425.778.8500 www.cgengineering.com ��'l 0 1 :PO4 IF A- TO tea Nt S AAA )-J,i3 Ct 31 IL 5.11 L Al L LW x I +I AA1 -4- T IL Description BV12 Date Checked Date ENGINEERING Scale Sheet No. 250 4th Ave.South Suite 200 Project Job No, Edmonds,WA 98020 0 425.778.8500 www.cgengineering.com i .� �; COMPANY PROJECT 1 WoodWorks Mey 21,201911:52 41h Fldor-S2 ! `t SOFTWARE FOR WOOD DESIGN I Design Check Calculation Sheet l WoDdWorks Slzer 11.1 Loads: - Load Type Distribution Pat- Loco flan [E,] Alagnitude Unit tern Start End 9uct End 0 Dead EL i 0 P D1 Dead Full Area 22.00(10.75.1 psf L1 LSve Full Area 40.00110.75.1 psf Self-uelaht Dead Full RPL 30.9 ipff Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in) 1D'-m.ae• 1 ` tn-g- Unfettered-Dead 1782 1782 Live 2345 2395 recttredl Total 4127 4127 hearing: aepaclty i Beam 4121 4127 Support 4569 4569 I Des ratio Beam 1.0 0 1.00 Support 0.90 0.90 Load Comb 92 12 Length 1.89 1.89 Min req'd 1.89 1.119 Cb 1.00 1.00 Ch min 1.00 1.00 + Cb support 1.11 111 do n 62, 625 4th Floor-62 PSL,PSL,2.0E,3-1/2'W-112" { Supports:All-Timber-soft Beem,D.FIr-L No.2 Tolal length:10'-10.BB•;Clear span:10'-7.11•;volume=2.5 cu.e. ILateral support:lop=al supports,bottom=at supports; Analysis vs.Allowable Stress and Deflection using NDS 2016 Criterlen Anal sib value Deal ,, Velua Unit Met aia/Devi r. _ fv= 1 9 psf fv/Fv' 1 Bending(+) fit =2992 Eb' = 2869 psf fb/Eb' O.B7 Live Defl'n 0.2fi L/499 0.36 L/360 in 0.72 ?atal Defl'n 0.45 L/2B3 0.54 • L/240 in 0.B5 Additional Data: FACTORS: F/E(psi)CD 04 Ct CL CV Cfu Cr Cfrt Ci Cn LCe Fv' 290 1.DO - 1.00 - _ _ = 1.00 = 1-00 2 I lb'+ 2900 1.00 1.00 0.964 1.03 - 1.00 1.00 _ - 2 Fcp' 625 1.OD 1.00 E' 2.0 million 1.00 1.00 2 Eminy' 1.04 million 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC 02 =D+L, v as m 4068, V design= 3410 lbe Bending(+): LC 02 = D+L, I9= 10934 lbs-ft Deflection: LC 12 D+L Illve) LC 112 D+L Ito tat) D=dead L=live 9=snow 41-ind I=impact Lr=roof live Lc=concentrated E=earthquake All LC'a are listed in- Analysis tu,put Load combinations: ASCE 7-10/ IBC 2015 CALCULATIONS: Deflection: EI = 500eO6 lb-in2 "LSve" deflection= Deflection from all non-dead loads (live, wind, snow_I Total Deflection= 1.O0(Des Load Oeflect9onl +Llve Load Deflection. Lateral stahi lity(+): Lu=10'-9.00" Le = 19'-10.75" Be= 13.6 Design Notes: 1.Wood Works analysis"design aro In accladence vAth the ICC International Suhding Code 08C 2015).She National Design Spectlicawn(NDS 2015).and NDS Design Supplement. 2 Please verity that the default defection Willa are appropriate lot your application. ' 3.SCL-SEAMS(Stpudural Composed LumbW):the attached SCL satedion is for preliminary design only.For final member design cooled your lout SCL menufac(urer. ' 4.Stye factors vary from one manufarAumr to another for SCL materials.They Can be changed in the database editor. I5,FIRE RATING:LI,PSL oral LSL 010 00 MI-for rue ondruanee. V F.r � l I I COMPANY PROJECT WoodWorks° May21,201811:59 41h Floar-B3 SOFFIVARE FOR WOOD DESIGN Design Check Calculation Sheet Woodworks slzer 11.1 Loads: Load Type Distribution Pet- Location f£t) Nagnitude Unit Le rn Ste rt End Start End L Dead Full4 PlI L Live Full UDL 450.0 pl£ Pd Dead point 4.39 1600 Its P1 Live Point 9.39 1600 lhs Self-weight Dead Full 11DL 9.7Ipll Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in) I 111 unfactored: Dead 1705 2566 Live 1670 2538 Factored: Total 3363 5104 Bearing: I Capaclty Beam 9400 6638 Support 3383 Slot Des ratio Beam 0.77 0.77 Support 1.00 1.00 Load comb, 02 02 Length 1.40 2.11 Ni raga 1, . 2.11- cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fc su 625 625 Iimum bearing length governed by the regaled width W the=PPlulirp member. 4th Floor-B3 LSL,LSL,1.65E,3-112"x9.112" Supports:All-Timber-soft Beam,D.FIr-L No.2 Total length:V-9.75';Clear span:5'-6.25%volume=1.3 cu.ft. ( Lateral support:lap=at supports,bottom=at supports; Analysis vs.Allowable Stress and Deflection using NDS 2016: Crlterron Analysis value Deai n Value Unit Hui ala/Ueaivn j [a.endi.g.111 v1 Fvpsv Fv' .fb=1390 Eb' a 2286 psi fb/Fb - O.fil11=<L/999 0.19 L/360 in 0.24 fl'n 0.09= L/755 0.28= I.1240 in a.32 I J Additional Data: I FACTORS: F/E(Psi)CD CN Ct CL Cv Cfu Cr Cfzt CS Cn LCp Ev` 310 1.00 = 1.00 _ 1 00_ 1.00 - 1-00 2 FPFb'+ 2325 1.00 - 1.00 0.983 1.00 - 1.00 - - 2 ' 900 1.00 1.00 1 E' 1.6 million 1.00 1.00 2 E illion 1.00 1.00 uniny' 0.80 m 2 CRITICAL LOAD COMBINATIONS: Shear : LC 92 = D+L, V max 5025, V design= 4229 lbs Bending(+): LC 02 = D+L, 14= 6096 lba-ft Deflection: LC 111 D+L (live) LC 02 = D+L (total) 0=dead L=live S=snow Pl=wind I=impact Lr=root live Lc=concentrated E=earthqua Y.e All LC's are 11s tad In the Analysis output Load combinations: ASCE 7-10 / IBC 2015 1 CALCULATIONS: Deflection: EI = 380e06 lb-in2 "Live" deflection =Deflection from all non-dead loads (live, wind, 1 Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Lateral st,bilityl+l: Lu=5'-8.00" Le- 11'-7.31" RS=10.4 Design Notes: 1.WoedWork5 analysis and design are In accordance vAlh the ICC International Building Code(IBC 2015),the National Design Specification(NDS 2015),and NDS Design Supplement. 2.Please verily that the default donation 11 its are sppmpdate for your application. 3.SCL-BEAMS(Structural Composite Lumbar):the attached SCL selection is for preliminary design only.For final member design contact your local SCL manufacturer. r 4.Size feclors vary from one manufacturer to another for SCL materials.They can be changed In the database editor. I5_FIRE RATING:LVL.PSL and LSL are not sled for fire endurance �.vz0 i l l l i I I i i Itiii li 1 I I Fl- 1. __I___ ._ _ _ __ __I i-H �_ _ - Ot A- lz M s!�A ,,o I &d� 'c I- [ - - . EI wi — I T I I M, A/ I T 1 T-1 7 1 - '[T Description By Date Checked Date ENGINEERING Scale Sheet No. 250 4th Ave.South Suite 200 Project Job No. Edmonds,WA 98020 425.778,8500 www.cgengineering.com i 1 u COMPANY PROJECT WOOdWO rks° May21,201815:02 41hFIoor-B6 SOFTIVARf FOR WOOD DESIGN Design Check Calculation Sheet Wood Works Slzer 11.1 Loads: Load Type Diatrlbutlon Pat- Location (ft] llagnttudo Unit teen Su rt Mel St a rc 2nd Dead n DL P-f 1. Live Full UDL 525.0 plf D1 Dead Paint 5.75 2050 lbs L1 Live Point 5.75 2050 lba self-we! ht Dead run UDL g.7 oIf Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in) T-2.42'- �T l Unfactared: 6 Dead 2303 3596 Live 2269 3562 Factored: 7157 Total 4573 Bearing: Capacity Heem 1.-1 9309 Support 4573 7157 Des ratio Beam 0.71 0.77 Support 1.00 1.00 Load comb 02 112 g6 Length 1.09 2.96 Min req.d 1.e9+• :-96++ Cb 1.00 1.D0 Cb min 1.00 1.00 Cb support 1.11 1.11 Fc LDS 625 "Minimum bearing tenpin governed by the required vridin of the supporting momber. 4th Floor-B6 LSL,LSL,1.65E,3.1/2"x9-112" Supports:All-Timber-soft Beam,D.Fir-L No.2 Total length:T-2.42';Clear span:8'-9.58';volume=1.7-.ft. Lateral support:lop=at supports,bottom=at supports; Analysis vs.Allowable Stress and Deflection using NDS 2016: Crltecioe Analysis Value Deaf n Va1w Unit J1na1 a1a/Ms 5 e 1 psi r Bending(+) fb 2168 Fb' +2276 psi fb/Fb' 0.95 Live Defl'n 0.11 L/772 0.23: L1360 0.47 Total Defl•n 0.22 L/3B3 0.35 L/244 I in 1 0.63 Additional Data: ! FACTORS: F/E(psi)CD CI•I Ct CL Cv Cfu Cc CErt Ci Cn LCII EV' 310 1.00 - 1.00 - - - - 1.00 - 1.00 2 Eb'+ 2321 1.00 - 1.00 0.979 1.00 - 1.00 1.00 - - 2 Fcp' 900 - - 1.00 - - - - 1.00 - - / E' 1.6 million _ 1.00 _ - - 1.00 - 2 1I Fminy' 0.80 million 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: l Shear LC 02 D+L, V max= 7026, V design 6065 lbs MR rdingl+): LC e2 D+L, M= 9512 lbs-ft Deflection: LC 92 = D+L I l) I-I LC 02 D+L (tota D-dead L=live 5=snow W=wind I-impact L-oof live Lc-concentrated E-earthquake All LC's a e listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI= 368e06 lb-in2 "Live" deflection =Deflection from all non-dead loads (live, wind, snow n ow...I Total Deflection=1.00(Dead Load Deflection) + Live Load Deflection. Lateral st,IAliry(+); Lu=7' Le= 13-9.44" IRS 11.3 I Design Notes: 1.Wood Works analysis and dettlgn are in accordance with the[CC Intemallonat Building Coda(IBC 2015),the NaWnei Design SpectBca(lon(NDS 2015),and NOS Design Supplement. 2 Please verify that the delatill deltecllon broils aro appropriate for your opplicallon. 3.SCL-BEAMS(Structural CamWsile,Lumber):the attached SCL selection Is(or preliminary design only.For Mal member design contact your weal SCL manufacturer. 4.Size factors vary from one manufacturer to another for SCL materials.They can be changed In the database tMlof. S.FIRE RATING:LVL.PSL and LSL are not rated to,fire endurance. _ 1 -oL2 i COMPANY PROJECT WOOdWO rks° Msy21,201115:17 41hFloor-B8 SOFIIVAREFOR WOOD DESIGN ( Design Check Calculation Sheet WoodWorlis Slzar 11.1 Loads: Leed I Type blsttlisutlaa Pat- Location [ft] Magnitude Unit tern Start &cad Start Cad D Dead aril: rea .0 1 ps L Live Partial Area 4.52 9,02 100,0019.00'1 psf Self-welaht ]D_ad Full un1L 9.7 lP iMaximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in): 9'-1.04' -- r- - Untact-dn Dead 266 712 Live 1013 303E Factored: 3749 I Total 1279 1 Baaring: Capacity Beam 1663 4877 Support 1279 3749 Des ratio Beam 77 0.77 1.00 Support 1.00 1.00 Lead coeds 02 82 Length 0.53 1.55 Min req'd 0.53`• 1.55" Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Pc u 625 625 nunum bear Mi largl govemeo ray the iectiored vAdth of the supporting memeet. 4th Floor-B8 LSL,LSL,1.55E,3-1/2"x9-1/2" Supports:All-Timber-soft Beam,D.Fir-L No.2 Total lenglh:9'-1.04';Clear span:8'-10.960;volume=2.1 cu.ft. Lateral support:top=at supports,bottom=at supports; Analysis vs.Allowable Stress and Deflection using Nos 2015: C criterion Analyst. Value Deai n Value Unit IAaa2 afs/Doa1 n 9 eat fv= 12B Fv 31 ps fv 0.4 Sending l+) fig=1946 Eb' =225E psi fig/Eb• = 0,69 Live Defl'n 0.17 = L/fi25 0.30= L/360 In 0.56 Tatat Defl'n 0,2] = L/5 D3 0.45 L/240 In 0,40 Additional Data: FACTORS: F/E(ps1)CD CM11 Ct CL CV Cfu Cr Cfrt Ci Cn LCh I Fv' 3 1.00 _ 1.00 1.00 - L=00 2 Eb'+ 2325 25 1.00 1.00 0,971 1.00 1.00 1,00 2 Fcp' 900 1.00 1.00 E' 1.6 million 1.00 1.00 2 E.iny' O.00 million 1.00 1.00 2 1 CRITICAL LOAD COMBINATIONS: - Shear : LC 02 =D+L, V max= 3749, V design= 2046 lb. Bending!+); LC 02 =D+L, It= 6346 lbs-ft Deflection: LC 02 =D+L (live' LC 02 D+L (total) I D deed L-live S-snow W-wind I=impact Lr=roof live L-concentrated E=earthquake All LC's a e listed io the Analysis output Load rombinatlons: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 3BBe06 lb-in2 "Live"deflection Deflection from all non-dead loads (live, wSnd, s ow-I Total Deflection 1.00(Dead Load Deflection) +live Load beflectlon.n Lateral stability(+): L.=9' Le=17-0.56" RB- 12.6 Design Notes: 1.Wood Works analysis and design are In accordance vrlih the ICC Inlamauonal BulWh10 Code(IBC 2015),the National Design Specification(Nos 2015).and NOS Design Supplement. 2.Please verily that the default deflection limits are appropriate for yaw application 1 3.SCL-8FAMB(Structural Composite Lumber):the attached SCL selection Is for preliminary design only.For final member design contact your local SCL manufacturer. 4.Size faclom vary from one manufacturer 10 another for SCL rnalenals.They can be changed In the databate edner. r 5.FIRE RATING:LVL.PSL and LSL are not rated for fire endurance. 1 -I I � I `-O L� r—tnnel FI Iq Y-- Psi. ....... LH------- T^ -4, I D (T 11- f I ! I t/J t 4 c, 9 r I i I V F vi 1 6'-1 I L i-T* --7 17 1 r Description By NA L, Date S Z- 4M Checked Date ENGINEERING Scale Sheet No. 250 4th Ave.South Suite 200 Project Job No. Edmonds,WA 98020 425.778.8500 www.cgengineering.com 5 k1- 0 i i COMPANY PROJECT WOOdWo rks® June B,201810:13 4lh Floor-elf SOFnVARF FOR WOOD DESIGN Design Check Calculation Sheet woodworks Suer 11.1 Loads: Load Type Dlattlbnelen tat- Location [ft] Magnitude Unit a tern Stott End Start End Fu wn Dead O L 3 5.0 p Snow Full UDL 373.a plf wl Live Full UDL 668.0 plf pd Dead Point 1.60 900 lba pl Live Point 1.60 100 lbs Se1f-we ht mead Full 44L �n_.9 Lf I Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in) 7.1BT Unfaor red: 1516 Dead 2037 Live 3114 258E snow 1344 1337 r : Fa ctoced: 11111 Total 5380 9960 Beating: Capacity 4460 Beam 5380 Support 5956 4938 D. ratio Beam 1.00 1.00 I Support 0.90 0.90 Load comb. 43 03 Lengih 2.16 2.04 Min aq'd 2.96 2.04 Cl, 1.00 1.00 Cb min 1.00 3.00 Cb upport 2.11 1.11 Fc sup 625 625 l B11-4th floor PSL,PSL,2.OE,3.1/2"x9.1/2" Supports:All.Timber-soft Beam,D.FIr-L No.2 Total length:7.19';Clear span:6.813%volume=1.7 cu.R. 1 r- Lateral support:top. at Supports,bottom=at supports; IAnalysis vs.Allowable Stress and Deflection using NDS 2015: _ Critotlon Mal ale Value I Design Value Unit Mal ale/Deal n Shear 2 psi v I'v 4 Bending)+l fb 1772 F'b' =2913 psi fb/Eb' = 0.61 Live Defl'n 0., = L/BB9 0.23 = L/360 0.40 _ Total Defl'n 0.17 W4B1 0,35 L. SD 0.50 Additional Data: FACTORS: F/E(ps1)CD CH Ct CL CV Cf. Cr Cfrt Ci Cn LC11 Fv' 290 1.00 - 1.00 - 1.cc - 3.00 2 Eb'+ 2900 1.00 - 1.00 0.979 1 03 - 1 00 1.D0 - - 2 ' E. 625 - = 1.00 = = = 1.00 - - E' 625 million 1.00 1.00 3 FTuny' 1.04 mullion 1.00 1.00 3 CRITICAL LOAD COMBINATIONS: Shear : LC 02 =D+L, V nwx= 5045, V design= 4120 lbs Bending(+): LC 02 =D+L, M 7776 lbs-ft Deflection: LC H3 = D+.75(L+S) (liveI LC 113 = D+.75(L+5) It. tall D=dead L=1ive S=snow I1=wind I=impact Lc=loaf live L�concentreted E=earthquake All LC's are lie tad In the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI 500e06 lb-in2 "Live"deflection Deflection from all n n-dead loads Illve, wind, snow_.1 Total Deflection= 1.SOIDead Load Deflection) +Live Load Deflection. Lateral stability(+): Lu=7.00' Le= 13.01' RB-11.3 Design Notes: 1.Woodworks analysls and design are In accordance with the ICC Inlemellonal Building Code(IBC 2015),the National Deslgn Specification(NOS 2015),and NDS Design Supplement. 2.Please vedfy that the default deflection limits are appropriate for your application. 3.SCL-BEAMS(Structural Composite Lumber):the attached SCL selection Is for preliminary design only.For final member design contact your local SCL manufacturer. 4.Size faders very from one manufacturer 10 another for SCL materials.They can be changed In the database editor. 5.FIRE RATING:LVL.PSL and LSL ere net rated for rare endurance. I � I �_ozs i „r � .. . I . I 4,J 1-11-1 FL-00 fz- 1... .4.. A A- bo . 01 V'- v W� L 31 C'A L'f.' 9 V- (57J - k C �i � I I , ' I I I .... ...... 1 4 LIS Ir-EFF-f- 1-6 OCA-'-� 5 PA-0 T.'\8r-a ?z- 51; F,L'C (t'O 8.1 w W '3 x 35 3.Ow (C L) 6 E-TOr_O-e-At-it- '7 (3 V- i. 3,0,E Description By A'L- Date 5-12 3/1'9 (, A Checked Date ENGINEERING Scale Sheet No. 250 4th Ave.South I Suite 200 Project Job No. Edmonds,WA 98020 1-0-2,U 425.778.8500 www.cgengineering.COM Sr-i C3 V-E y fli- - - - - - - - - ,�. I J 1 s+. Title Block Line 1 � Project Title: You can change this area Engineer: Project ID: using the"Settings'menu item Project Descr: { and then using the"Printing& Title Block"selection. Title Block Line 6 PHnied:8 JUN 2018,4:20PM mokey Point Apalments�Struclural EngineeringlGravity DesignTloor 8 corridor FraminglEne=16smokey pl.ac6 Steel Beam ENERCALC,INC.1983-2018,Build:10.18.1,31,Ver:10.18.1.31 Description: B1-3rd floor CODE REFERENCES Calculations per AISC 360-10, IBC 2015,ASCE 7-10 Load Combination Set: IBC 2015 f Material Properties 1 Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(0.532�L(0.988) i W 16x31 Z Span=22.830 ft TT�� Applied Loads Service loads entered.Load Factors will be applied for calculations. I Beam self weight calculated and added to loading Uniform Load: D=0,5320, L=0.9880 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY _ 1 Maximum Bending Stress Ratio = 0.750:1 Maximum Shear Stress Ratio= 0.202 : 1 Section used for this span W16x31 Section used for this span W16x31 Ma:Applied 101.049 k-ft Va :Applied 17.705 k j ( Mn/Omega:Allowable 134.731 k-ft Vn/Omega:Allowable 87.450 k l c Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 11,415ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.557 In Ratio= 491>=360 Max Upward Transient Deflection 0.557 in Ratio= 491 >=360 Max Downward Total Deflection 0.876 In Ratio= 313 >=240 Max Upward Total Deflection 0.000 in Ratio= 0 <240 Overall Maximum Deflections Load Combination Span Max."2'Defl Location in Span Load Combination Max."+'Defl Location in Span - +D+L+H 1 0.8757 11.480 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 rO,eal MAXImurn `17.705 17.705 Overall MINimum 3,856 3.856 l +D+H 6.427 6.427 +D+L+H 17.705 17.705 I +D+Lr+H 6,427 6.427 +D+S+H 6.427 6.427 +D+0.750Lr+0.750L+H 14.885 14.885 +D+0.750L+0.750S+H 14.885 14,885 +D+O.60W+H 6.427 6.427 +D+0.70E+H 6,427 6.427 +D+0.750Lr+0.750L+0.450W+H 14.885 14.885 +D+0.750L+0.7503+0.450W+H 14.885 14.885 i +D+0,750L+0.750S+0,5250E+H 14.885 14,885 +0.60D+0.60W+0.60H 3.856 3.856 II +0.60D+0.70E+0.60H 3.856 3.856 D Only 6.427 6.427 Lr Only L Only 11.278 11,278 `I S Only 1 . I Title Block Line 1 Project Title; You can change this area Engineer: Protect ID; using the"Settings"menu item Project Descr: r and then using the"Printing& Title Block"selection, _Title Block Line 6 Printed:24 MAY 2018.1:22PM Steel Beam mokeyPointApartmentsl_SlructuraltEnginoednglGravltyDesignTloorB Corridor FraminglEnemaldsmokeypI.ec6 ENERC.ALC,INC.19n2018,Bultd:10.18.1.31,Ver:10.18.1.31 r.rt Description: B3(A)-3rd floor ' CODE REFERENCES _ Calculations per AISC 360-10, IBC 2015,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(6.23) (11.57) - D(1.4)L(1.4) D(0.665)L(O.24)S 0.373 1 W 1 Sx35 Span=16.0 ft ! Applied Loads Service loads entered. Load Factors will be applied for calculations I Beam self weight calculated and added to loading Uniform Load: D=0.6650, L=0.240, S=0.3730 klfl, Tributary Width=1.0 ft Point Load: D=6,230, L=11.570 k @ 3.0 ft Point Load: D=1.40, L=1.40 k @ 15.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.384: 1 Maximum Shear Stress Ratio= 0.209 : 1 Section used for this span W18x35 Section used for this span W18x35 Ma:Applied 63.708 k-ft Va:Applied 22.158 k Mn/Omega:Allowable 165.918 k-ft Vn/Omega:Allowable 106.20 k Load Combination +D+0.750L+0.750S+H Load Combination +D+L+H Location of maximum on span 5.714ft Location of maximum on span OA00 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.090 in Ratio= 2,141>=360 Max Upward Transient Deflection 0.090 In Ratio= 2,141 >=360 Max Downward Total Deflection 0.201 In Ratio= 953>=240 i Max Upward Total Deflection 0.000 in Ratio= 0 <240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXlmum 22.158 14.370 Overall MINimum 2.984 2,984 +D+H 10.749 8.081 +D+L+H 22.158 13.483 I +D+Lr+H 10,749 8.081 +D+S+H 13.733 11.065 +M.750Lr+0.750L+H 19.305 12,132 +D+0.750L+0.750S+H 21.543 14.370 +D+0.60W+H 10.749 8.081 +D+0.70E+H 10.749 8.081 I +D+0.750Lr+0.750L+0,450W+H 19.305 12.132 +D+0.750L+0.750S+0.450W+H 21.543 14,370 +D+0.7501_+0,750S+0.5250E+H 21.543 14,370 +0.600+0.60W+0.6011 6.450 4.848 +0.60D+0.70E+0.60H 6.450 4.848 D Only 10.749 8.081 Lr Only 1 L Only 11.408 5.402 t ° P' 1 Title Block Line 1 Project Title; You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr; I and then using the"Printing& I Title Block"selection. Title Block line 6 Nnled:24 PRAY 2018.09Pt,•1 I Steel Beam mokey Point Apartmenlsl_SlruclurallEngineadng\Gravily DwignTloor&Corridor FraminglEnercaldsmoMy pl.ec6 l ENERCALC,INC.1983-2018,Build:10.18.1.31,Ver.10.18.1.31 r.rr Description: 133(13)-3rd Floor CODE REFERENCES Calculations per AISC 360-10, IBC 2015,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method; Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(6.23) (11.57) 0(0.665)t_ 0 24 S 0.373 3� W 18x35 A*r4, Span=16.o ft r Applied Loads Service loads entered.Load Factors will be applied for calculations. I Beam self weiqht calculated and added to loading Uniform Load: D=0.6650, L=0,240, S=0.3730 k/ft, Tributary Width=1.0 ft f Point Load: D=6.230, L=11.570 k @ 8.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.610: 1 Maximum Shear Stress Ratio= 0.158 : 1 Section used for this span W18x35 Section used for this span W18x35 II Ma:Applied 101.280 k-ft Va:Applied 16.732 k Mn/Omega:Allowable 165,918 k-ft Vn/Omega:Allowable 106.20 k Load Combination +D+L+H Load Combination +D+0,750L+0.750S+H Location of maximum on span 8.000ft Location of maximum on span 0.000 ft ' �- Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.140 to Ratio= 1,372>=360 Max Upward Transient Deflection 0.140 In Ratio= 1,372>=360 Max Downward Total Deflection 0.272 In Ratio= 705>=240 I Max Upward Total Deflection 0.000 in Ratio= 0 <240 I Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Supporl1 Support Overalt MAXfmum 16.7 L Overall MINimum 2.984 2.984 +D+H 8.715 8,715 +D+L+H 16.420 16.420 +D+Lr+H 8.715 8.715 +D+S+H 11.699 11.699 +D+0.750Lr+0.750L+H 14.494 14.494 +D+0.750L+0.750S+H 16.732 16.732 +D+0.60W+H 8.715 8,715 +D+0.70E+H 8,715 8.715 I +-D+0.750Lr+0,750L+0.450W+H 14.494 14.494 +D+0.750L+0.750S+0.450W+H 16.732 16.732 +D+0.750L+0.750S+0,5250E+H 16.732 16.732 +0.60D+0.60W+0.60H 5.229 5.229 +0.60D+0.70E+0,60H 5.229 5.229 D Only 8.715 8,715 Lr Only L Only 7.705 7.705 S Only 2.984 2.984 W Only L�j I I 5'/,r x I vz Psi I _ • • , �, �`. �EFEz.i o t3E'grn�SPAn] TAS�..� --- ' ' 166-1 ' t - - 5",3 1 ! ► I I ' f . e5- H u ! I i — i •_I V- 1 I 5'ly k 5 f/2- 3;x3 + (w ` I — —� -,—-- — r-- bL i /30 }. -- — 1z� ,off .. :—• . --_i__ , — ! .. _...!—•- . --•�-----i.._ a_ 0 V_ 3. L i I , Description By w q L- Date / L (�eL-A\) I T y — 3` '� fL O o(L Checked Date ENGINEERING Scale Sheet No. 250 4th Ave.South Suite 200 Project Job No. Edmonds,WA 98020 425.778.8500 www.cgengineering.com Sl 10 V_ j 1 0 2,3. r o 1 1 COMPANY PROJECT , � 1 Wo od Wo r ks° 3rd Floor-B5 June B,2018 18;18 SOFf1VARE FOR WOOD DESIGN Design Check Calculation Sheet Wood Works Slzer 11.1 Loads: ` Load Type Distribution Pat- Location fftl Magnitude Unit I E Lem $tart Fnd Star[_ E_nd wea uil UD Plf wl Live Full UDL 53.0 plf pd Dead Point 5.7B 4400 lbs pl Live Point 5.78 4400 lbs 1 s?lf-weight Qead �ll UAL 15.6 ..If T Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in) J �I 7 r5 Un factored: Dead 1195 3543 Live 1228 3576 Factored; Total 2423 7119 Bearing: Capacity Beam 2423 7119 Support 2596 7627 Des atio Beam 1.D0 1.00 Support 0.93 0.93 Load co,nb q2 g2 I LengLe 0.74 2.17 Min q'd 0.74 2.17 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 E.V a up 6 5 5 r B5-3rd floor 1 PSL,PSL,2.OE,6.1/4"x9-1/2" Supports:All-Timber-soft Beam,D.FIr-L No.2 Total length:7.62':Clear span:7.379':volume=2.6 cult. Lateral support:lop=at supports,bottom=at supports; Analysis vs,Allowable Stress and Deflection using Nos 2016: Crlterlon Anal sls value Designna Value Unit Alysis/Desien e ear v 1 Fv ps Lv/Ev 0.73 Bending)+) fb><1869 Fb' = 2951 ps1 fb/Fb' - 0.63 Live Defl'n 0,06 CL/999 0.25- L/360 in 0.25 Total Qet1'n 9.3-3 L_/710 0.36 = Id240 n 0.34 Additional Data: FACTORS: F/E(psl)CD CM Ct Cl, CV Cfu Cr Cfrt Ci Cn LCII Fv' 290 1.D0 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2900 1.00 - 1.00 0.992 1.03 - 1.00 1.00 - - 2 Fcp' 625 - - 1.00 - - - - 1.00 - - - E' 2.0 million - 1.00 - - - - 1.00 - - 2 Eminy' 1.04 million - 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: shear : LC 02 =D+L, v max= 7112, V design= 7026 lbs Bending(+I: LC 92 D+L, M= 12302 lbs-ft Deflection: LC 02 =D+L (live) LC q2 = D+L Itotall ( D=dead L=llve S=anow PI=wind I=impact Lt=roof live L-concentrated E-earthquake All LC's a e listed in the Analysis output Load combinations: ASCE 7-10 /IBC 2015 1 CALCULATIONS: Deflection: EI= 750e06 16-1n2 "Live" deflection -Deflection from all non-dead loads Ilive, wind, Total Deflection= 1.00(Dead Load Deflection) + Live Load Deflection. Lateral stability(+): Lu =7.50' Le= 14.63' RB= 7.8 Design Notes: 1.Wood Works analysis a.dell,"ere In accordance with the ICC I,Wnalionel Building Coda(IBC 2015),the Nallonal Design Spedflcallon(Nos 2015),and NDS Desl,n Supplement. 2.Please verify that the default deflection limits are appropriate for your application. 3 SCL-BEAMS(Structural Composite Lumber):the attached SCL selection Is for preliminary design only.For final member deslgn contact your local SCL manufacturer. 4.Size factors vary from one manufacturer to another for SCL materials.They can be changed in the database edllor. 5.FIRE RATING:LVL,PSL and LSL are not sled for fire endurance• i � f l_� i , i i� f r COMPANY PROJECT 1 WoodWo r ks° 3rd Floor-86 June B,201 B 18:18 SOFf1VAREFOR WOOD DESIGN 1 Design Check Calculation Sheet WODdWodfs Slzer 11.1 Loads: 4 Load Type Distribution Pet- Location [ft] IAagnitude Unit tern ltatt Ld start E_„d wa Deeo Fu Pit wl Live Full UDL 53.0 PI writ Dead Partial UDL 3.09 12.09 665,0 665.0 plf usl snow Partial UDL 3.04 12.04 373.0 373.0 pl1 wll Live Partial UDL 3.04 12.04 120.0 120.0 plf pl Dead Point 3.04 226 In. pll Live Point 3.04 120 In. Golf-wei nht need Full UDL 20.8 plf Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in): 12.102' 1 Urtfactored: Dead 271 909E Live 815 102E Snow 1211 2096 Factored: Total 4269 6441 Bearing: Capacity Beam 4269 6491 Support 4269 6441 Des atio Beam 1.00 1.00 Support 1.00 1.00 o Lad comb 93 03 i LengLe 0.98 1.47 Min q'd 0.98" 1.47" Cb 1.00 1.00 b m Cin 1.00 1.00 Cb support 1.00 1.00 rc 625 625 "Minimum bearing length governed by the required Width of the supporting member. B6-3rd floor (( PSL,PSL,2.0E,7"x9-112" Supports:All-Timber-soft Beam,D.FIr-L No.2 Total length:12.1':Clear span:11.890';volume-5.6 cu.ft _ Lateral support:lap=at supports,bottom=at supports; Analysis vs.Allowable Stress and Deflection using NOS 2016: Crltarion Ansl eta vet u- Deai n value Una: Mal sis/LYs1 n Shear Lv 14 Fv' + 3 4 psi v Fv - Hending(+I fb+2100 Eb' =3399 psi fb/Fb' = D.62 Live D.El'n 0.17 L/846 0.40= L/360 in 0.93 Total Defl'n 4.e.7 L/3n7 0.60 = W240 in D.7B Additional Data: FACTORS: F/E(psi)CD Crf Ct CL CV Cfu Cr Cfrt Ci Cn LCII ' 290 1.15 - 1.00 - - - - 1.00 - 1.00 3 Eb'+ 2900 1.15 - I.00 0.992 1.03 - 1.00 1.00 - - 3 Fcp' 625 - - 1.00 - - - - 1.00 - - - E' 2.0 million _ 1.0000 3 Eminy' 1.04 million 1.00 1.00 3 CRITICAL LOAD COMBINATIONS: Shear LC 03 =D+.75(L+S), V max= 6437, V design= 5509 lbs Bending(+): LC h3 D+.75(L+S), 1.1= 16425 lbs-ft Deflection: LC R3 =D+.75IL+51 Illve) LC 03 =D+.75(L+SI Itotal) D=dead L=live 5=snow W=wind I-impact Lr=roof live L-concentrated E=earthquake A11 LC'a are lsted in the Analysis output Load combinati ins: ASCE 7-10 / IHC 2015 CALCULATIONS: - Deflection: EI = 1000e06 lb-in2 0 "Live^ deflection =Deflection from all n n-dead loads Iliva, wind, s w-.l To tel Deflection= 1.c ID.ad Load Deflection) +LS ve Load Defl eetion.n Lateral stability)+): Lu 12.00' Le 22.06' RB =7.2 f Design Notes: {l 1.Wood Works analysis and design are In accordance with the ICC Intemallonal Building Code(IBC 2015),the National Design specification(Nos 2015),and NOS Design Supplement. 2.Please verify that the default deflection limits are appropriate foryaur application, 3.SCL-BEAMS(Structural Composite Lumber):the attached SCL selection Is for preliminary design only.For final member design contact your local SCL manufacturer. 4.Size factors vary from one manufacturer to another for SCL meledels They can be changed In the database edhor. S FIRF RATINC:LVL.PSI and[-Cl a nnl mind fnr girt endurance 1 fi - 1_ID I i I I I ' LL_�T L I 1I - - ,Li I I ! , '�r.•}' � � 3. 3/2 5 /Z PGA T r r { t I I 3.� z Z34 5 r >x I 1 --— - - i (3•�5'/L�('Zl+(oO f .. _..-- 1-- �Y,r��� r ._. `_... l___�- -1 -- -..�. . I- _'�_�` .�S.I �-• Ft fL8 `l�`1 _-� '__ `_ 1 _ Zr _° I -_;_ I W10y ZZ W. lszo p!F wl1O-Jr 31 I�Iv tic 1^' 15. 9 2 v- SEE ENe¢cF1LL pescription ey Date 5/ZN/f8 (�F-Av I 1 7 - 3 e- rLc5o 2 Checked Date ENGINEERING Scale Sheet No. 250 4th Ave.South Suite 200 Project Job No. Edmonds,WA 98020 I.o�3 425.778.8500 13 D z 11 o www.cgengineering.com oI?--E-`1 P7 COMPANY PROJECT 1 WoodWorks" 3rdFloor-B7 June 6,2018 18:28 SOFFIVAREFOR WOOD DESIGN Design Check Calculation Sheet woodworks Slzer 11.1 Loads: Load Type Distribution Pat- Locution (Etl Magnitude Unit t_e_c_n Start End start End wtl Dead Full UDL pit wl Live Full UDL 960.0 plf pd Dead Po1ne 5'57 2700 lbs P. Snow Point 5.57 1300 lb. pi Live Point 5.57 101 lb. -lf-wet ht Dead Full UDL 10.4 oif Maximum Reactions(lbs),Bearing Capacities(Ibs)and Bearing Lengths(In) }- 7.675' r I 75 I Unfactored: Da ad 1726 2994 Live 1971 2360 Snow 347 953 r Feet oteds Total 3696 5479 sear lnq: Capacity 5479 B.. 3696 support 4092 6066 Des ratio Beam 1.00 1.00 Support 0.90 0.90 Load comb 02 g3 Length 1.11 2.50 Mln req'd 1.69 2.50 Cb 1.00 1.00 Cb min 1.00 1.00 Cb aupporc 1.11 1.11 F< s4 625 625 B7-3rd floor PSL,PSL,2.012,3-1/2"x9-1/2" Supports:All-Timber-soft seem,D.FIr--L No.2 Total length:7.6T;Clear span:7.325';volume=1.8 cu.ft. - f Lateral support:top=at supports,bottom=at supports; Analysis vs.Allowable Stress and Deflection using NOS 2015: 111 !!"t ation Analyst. Valua Daelun Vn1ue Unit Ms1 s1s/Des1 n v= 209 FV• psr v Fv = .7 2099 Fb' =2906 psi fb/Fb' 02 e Oefl'n O.oe <L/9990.25 L/360�1 nefl'n 4.1B L/496 0.38 L/240 Sn 0.96 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Cl Cn LCII Fv' 290 1.00 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2900 1.00 - 1.00 0.977 1.03 - 1.00 1.00 - = 2 Fcp' 625 - - 1.00 - - - - 1.00 - - - E' 2.0 million - 1.00 - - - - 1.00 Eminy' 1.04 million - 1.00 - - - - 1.00 - - 3 CRITICAL LOAD COMBINATIONS. Shear : LC 12 =D+L, V m = 5279, V design= 1111 lbs Bending(+I: LC 82 D+L, 14=a 918E lbs-fit Deflection: LC 113 =D+.751E+5) (liveI LC 03 D+.75(L+9) (total) ! D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E-arthquake AL1 LC's ace listed Sn the Analysis output Load combinations: ABCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI= 500e06 lb-in2 "Live" deflection=Deflection from all non-dead loads Illve, wind, snow..) Total Deflection 1.00(Dead Load❑cite ct Son) + Live Load Deflection. Lateral stability(+): Lu-7,50' Le= 14.63' RB= 11.7 Design Notes: 1.Wood Works anelysls and design are In accordance vAth the ICC International Building Code(IBC 2015),the National Design Specification INDS 2015),and NDs Design Supplement. 2.Please verify that the default deflection limits are appropriate for your appllcallon. 3.SCL-BEAMS(Structural Composite Lumber):the attached SCL selection Is for preliminary design only.For final member design contact your local SCL manufacturer. 4.Size factors vary from one manufacturer to another for SCL materiels.They can be changed in the database editor. 5.FIRE RATING:LVL,PSL and LSL ere not rated for fire endurance. ' Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Protect Descr. and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:24 MAY 2018,1:18PM ( mokey Point ApAnentsLStructufallEngineediig\Gravity DesignTloor&Corridor FrarNnglEnercalc\smokey pl.ec6 Steel Beam ENERCALC,INC.1983-2018,Build-.10.18.1.31,Ver.10.18.1.31 Description: B8-3rd floor CODE REFERENCES Calculations per AISC 360-10, IBC 2015,ASCE 7-10 j Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus; 29,000.0 ksi Bending Axis: Major Axis Bending --- - - D(1.5)L(2 7)S(0.56) r D 0.16 -- - W10x22 - -- Span=4.0 ft r 't Applied Loads Service loads entered. Load Factors will be applied for calculations. I Beam self weiqht calculated and added to loading Uniform Load: D=0.160 klft, Tributary Width=1.0 ft 1 Point Load: D=1.50, L=2.70, S=0.560 k @ 4.0 ft DESIGN SUMMARY ' ' • ( Maximum Bending Stress Ratio = 0.281 : 1 Maximum Shear Stress Ratio= 0.101 : 1 Jl Section used for this span W1 Ox22 Section used for this span W1 Ox22 Ma:Applied 18.256 k-ft Va:Applied 4.928 k I Mn/Omega:Allowable 64.870 k-ft Vn/Omega:Allowable 48.960 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 0,000ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.029 in Ratio= 3,307>=360 j I` Max Upward Transient Deflection 0.029 in Ratio= 3,307>=360 Max Downward Total Deflection 0.048 in Ratio= 1997>=240 j Max Upward Total Deflection 0.000 in Ratio= 0<240 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXlmum 4.928 j Overall MINimum 0.560 +D+H 2.228 +D+L+H 4.928 +D+Lr+H 2.228 +D+S+H 2.788 +D+0.750Lr+0.750L+H 4.253 +D+0.750L+0.750S+H 4,673 +0+0.60W+H 2.228 +D+0.70E+H 2.228 ' +D+0.750Lr+0.750L+0,450W+H 4.253 +D+0.750L+0,750S+0.450W+H 4.673 +D+0.750L+0.750S+0.5250E+H 4.673 +0.60D+0,60W+0.60H 1.337 I +0.60D+0.70E+0.60H 1.337 Il D Only 2.228 Lr Only L Only 2.700 S Only 0.560 i.� W Only I i I i Title Block Line 1 (` Project Title: You can change this area Engineer Project ID: using the"Settings"menu item Project Descr ' and then using the"Printing& Title Block"selection. Title Block Line 6 Pdnted:14 JUN 2018,8:12Mi Steel Beam mokeyPointApartmenlsl_StructurallEngineeringlGravltyDesfgntFloordCorddorframinglEnarca6clsmokeypLec6 ENERCALC,INC.1983.2018,Build:10.18.1.31,Var:10.18.1.31 KW-06005155 Licensee:CG ENGINEERING, Description: B10-3rd floor r CODE REFERENCES Calculations per AISC 360-10, IBC 2015,ASCE 7-10 i Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(6.23) (11.57) 0(0.438,6(0.358) r W 16x26 j 1 Span=11,50 ft f Applied Loads Service loads entered. Load Factors will be applied for calculations. 1 Beam self weight calculated and added to loading I Uniform Load: D=0.4380, S=0.3580 k/ft, Tributary Width=1.0 ft t Point Load: D=6,230, L=11,570 k @ 3.0 ft , I DESIGN SUMMARY '' • Maximum Bending Stress Ratio = 0.411:1 Maximum Shear Stress Ratio= 0.224 1 Section used for this span W16x26 Section used for this span W16x26 Ma:Applied 45.308 k-ft Va:Applied 15.825 k Mn/Omega:Allowable 110.279 k-ft Vn/Omega:Allowable 70,509 k Load Combination +D+L+H Load Combination +D+L+H 1111 Location of maximum on span 3.023ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection I Max Downward Transient Deflection 0.053 In Ratio= 2,617>=360 iI Max Upward Transient Deflection 0.053 In Ratio= 2,617 >=360 111 Max Downward Total Deflection 0.102 in Ratio= 1355 >=180 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Overall Maximum Deflections l Load Combination Span Max.'-'Defl Location in Span Load Combination Max."+"Defl Location in Span +D+L+H 1 0.1019 5.257 0.0000 0.000 t Vertical Reactions Support notation:Far left is#1 Values in KIPS J Load Combination Support 1 Support 2 vera f M Ximum Overall MINimum 2,059 2.059 +D+H 7,273 4.293 j +D+L+H 15.825 7,311 1 +D+Lr+H 7,273 4.293 +D+S+H 9.331 6.352 I +D+0,750Lr+0.750L+H 13.687 6.557 +D+0.750L+0.750S+H 15,230 8.101 l +D+0.60W+H 7.273 4.293 +D+0.70E+H 7.273 4,293 +D+0.750Lr+0.750L+0.450W+H 13.687 6.557 +D+0.750L+0.750S+0.450W+H 15.230 8.101 +D+0.750L+0.750S+0.5250E+H 15.230 8,101 +0.60D+0.60W+0.60H 4.364 2,576 +0.60D+0.70E+0.60H 4,364 2,576 I c 3 D Only 7.273 4.293 Lr Only i _� I -..I i I I —� M " Ic�. 9 cc•Ft( (93yo�1. _�_ WGtlGc.cEb qK i c, �.��c�.� — —l--- — ff I O.Hw 3Lt,3 tL Ili I. i (,3I.� Z y b6LO i f f ) i II it ' ' 1 I 1 � � .-.�-- �. - !--•-!- — - ._._ x P 1 �� • y 38. t 358 -PIC V ) 1 K- I. _ " 0" 5. I � - �---- CDescription By IUA Date H/l'8 be, I/AV I T - 3� Fw or?, Checked Date 't ENGINEERING Scale Sheet No. 250 4th Ave,South Suite 200 Project Job No. Edmonds,WA 98020 425.778.8500 _ 3 } www.cgengineering.com 5�0 V_ G y IP I I�'t�2-3 •f 0 i r COMPANY PROJECT Woodworks° 3rdFloor-B11 I SOFTWnaFFOR WOOD DESIGN June 14,2018 08:52 f Design Check Calculation Sheet Wood Works Sizer 11.1 Loads: i - Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End or Dead Area 10.00(3.001) psf ws Snow Full Area 25,00(3.001) psf Self--eight Dead Full UDL 8.6 ❑lf Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in) 27.735' (I I 27 67' Unfactored: Dead 535 535 r _ snow 1040 1040 1{ Factored: Total 1576 1576 Bearing: capacity Beam 1576 1576 Support 1697 1697 ( Des ratio I Beam 1.00 1.00 Support 0.93 0.93 Load comb 112 #2 Length 0.78 0.78 Min req'd 0.70 0.78 Cb 1.00 1.00 Cb min 1.00 1.00 Ch support 1.12 1.12 Fcp sup 625 625 B11 -3rd floor Glulam-Bal.,West Species,24F-V8 DF,3-1/8"x12" 8 laminations,3-1/6"maximum width, Supports:All-Timber-soft Beam,D.Fir-L No.2 Total length:27.73';Clear span:27.605;volume= 7.2 cu.ft. Lateral support:top=full,bottom=at supports; IAnalysis vs.Allowable Stress and Deflection using Nos 2016 ` Criterion Analysis Value Design Value Unit Analysis/Design Shear v = v' = 305 psi fv/Fv = 0.19 Bending(+) fb = 1740 Fb' = 2760 psi fb/Fb' 0.63 Live Defl'n 1.22 = L/271 1.38 = L/240 in 0.9B Total Der] n. 1.85 = L/179 1.84 = L/lB0 in 1.00 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Notes CnkCvr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 1.000 1.000 1.0D 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC 02 = D+S, V max = 1572, V design = 1455 lbs Bending(+); LC 02 = D+S, M = 10875 lbs-ft Deflection: LC #2 = D+S (live) LC 02 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Le=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 81oe06 lb-in2 "Live" deflection = Deflection from all non-dead loads (live, wind, snow..) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1.Wood Works analysis and design are in accordance with the ICC International Building Code(IBC 2015),the National Design Specification(NDS 2015),and NOS Design Supplement. 2.Please verify that the default deflection limits are appropriate for your applicatlon. + 3.Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190-1-2012 l 4.GLULAM:bxd=actual breadth x actual depth. 5.Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6.GLULAM:bearing length based on smaller of Fcp(lension),Fcp(comp'n). II . �.a38 I COMPANY PROJECT 1 3rd Floor-B12 Wo o d Wo r ks O Jun.14,2018 08:52 SOF7IVARFFOR WOOD OFSIGA' Design Check Calculation Sheet Wood Works Slzer 11.1 Loads: Load Type D11trl6ution Pat- Location (Et) Magnitude Unit tern star End Scott Cad wd Dead Fu 1 Aras 0. Dll 0 1 pa wa Snow Full Area 25.00(17.00'I paE Solt-uoi h[ Dead FWI UDL 37.1 if Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in) 39 245' I 30 Unfa ctored: Dead 4063 4063 snow 0340 834a Factored: Total 12403 12403 Bearing: Capacity Beam 12899 12899 Support 12403 12403 Be. ratio Beam 0.96 0.96 Support 1.00 1.00 Load comb H2 92 Lcn9Le 2.94 I Ill. q'd 2.99•' 2.94`• Cb 1.00 1.00 Cb min 1.00 1.00 Ch support 1.00 1.n0 Fs suo a2S 625 ' n mum besnng langnigovernec Dy Ine 4oputred vAmn or Ine supporting member. B12-3rd floor Glulam-Sal.,West Species,•24F-V6 DF,6-3f4"x24" 16 laminations,6-314'maximum wldlh, Supports:All-Timber-sDR Beam,D.FIr-L No-2 Total length:39.25';Clear span:38.755';volume=44.2 cu.ft. Lateral support:lop=full,bullom=at supports; lAnalysis vs.Allowable Stress and Deflection using NDS 2016: C clt4[Ste Anal sla Value Design Value Unit Anal sis/Des1 n Sneer It, 1216 Fv = psi Bending l+) Eb' 2355 psi fb/Fb' 0.95 r Live Oefl'n 1.58 • L/296 1.95 = L/240 in 0-Bl Total Defl'n 2.35 L/199 2.60 = L/18D iu D.90 Additional Data: FACTORS: F/Elpsi)CD CM Ct CL CV Cfu Cr Cfrt Rotes Cn•Cvr LCF Fv' 265 1.15 1.00 1.00 - 1.00 1.00 1.00 2 Eb'+ 2400 1.15 1.00 1.00 1.000 0.053 1.00 1.00 1.00 1.00 - 2 F.P. "I - 1.00 1.00 - - - - 1.00 - - E' 1.1 million 1.11 i.e. - - - - 1.00 - 2 Fminy' ..BS million 1.00 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC 12 D+s, V max= 12330, V design 10988 lb. Bending(+): LC 112 =D+S, 14=120216 lbs-ft Deflection: LC k2 =D+S (live) LC 92 =D+S Itotal) D=dead L=1ivs S=snow inlwind I=impact Lr=roof live L-oncentrated E-earthquake All LC's a e listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS; Deflection: EI = 13997e06 lb-io2 "Li-'- deflection= Deflection from ell n n-dead leads 'live red, ow_I Total Deflection • 1.00(Dead La ad Deflection) +LSve Load De flectionsn Design Notes: 1.Wood Works enelysls end design are In accordance wilh the ICC Intema0onal Bullding Code(IBC 2015),the National Design Speclricallon(Nos 2015).and NDS Design Supplement. 2,Please ved(y Ihat the default deflection limits are appropriate for your eppllcallon. 3,Glulam deslgn values are farmaledals conforming to ANSI 117-2015 and manufactured In accordance With ANSI A100.1-2012 4.GLULAM:bxd=ecluel breadth x actual depth. 5.Glulam Beams shall be laterally supported according to the provisions of NOS Clause 3.3.3. R,f;l L11 AM-hendnn length hnsed on smaller of Fcoflenslonl.Fco(como'n). C) 1 i I COMPANY PROJECT i 1 " Wo o d Wo r ks° 3rd Floor-B13 June B,201E 1E:2e SOMVAREF0R WOOD DEVON Design Check Calculation Sheet Wood Works Slzer 11.1 Loads: Load Type D1et[lbution}at- Location t[tl Magnitude unit tlep !Fart L11L !tart End I w0 Fu D 0 P wl Snow Fu11 UDL 2B1,0 p11 Self-wef ht Dead Psll UDL la.9 If Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in) 11.065, - f Unfactored: Oead 3039 1039 Snow 155 555 Factored: Total 2593. 2593 Bearing: 1 Capacaty Beam 2593 2593 Support 2616 2676 Des ratio Beam 1.D0 1.00 Support 0- 0,97 Lead comb '202 Leng 0.7E 0.7E Mtn Le q'd 0.78 0.7E Cb 1.00 1.00 Cle nun 1.00 1.00 Cb support 1.07 1.07 F aup 625 625 r B13-3rd floor qli Glulam-Bal.,West Specles,24F-V8 DF,5-1/8"x16" 11 laminalions.5-1/E0 maximum width. Supports:All-Tlmber•sofl Beam,D.Flr-L No,2 Total length:11.0E';Clear span:10.035';volume= 6.3 cu.fl. Lateral support:lop=at supports,bottom=a1 supports; Analysis vs.Allowable Stress and Deflection using NDS 2015: - etitatlon Anal els Value Mal value Unlc Anal e1a/Mal 5 ear v Fv o psi tv Bending(+) fb= 309 Fb' •2fi69 psi fb/Fb' - 0.15 I Live De El'n 0.11=<L/999 0.37 . L/360 in 0.08 Total 4ef1'^ 0.05 <L/999 0.55• L/290 in 0.09 Additional Data: FACTORS: F/Elpsi)CD CM CL CL Cv Cfu Cr Cfrt Votes Cn-Cvr LCa Fv' 265 1.15 1.00 1.00 1.00 1.00 1.00 2 1 Fb'+ 2400 1_15 1.00 1.00 0.965 1.000 1.00 1_00 1.00 1_00 = 2 F.P. 650 1.00 1.00 1.00 E. 150 million 1.00 1.00 - - - - 1.00 1 Fminy' 0.85 million 1.00 1.00 - 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC n2 - D+S, V max= 2579, V design-- 193E lbs Bending)+): LC 92 D+S, ll 7092 lbs-ft Deflection: LC 02 D+S (live) LC 0 2 = D+S (total) D=dead L=live 5=snow"=wind I=impact Lr=roof live Lc-concentrated E=earthquake All LC's a e listed in the Analysis output Load combinations: ASCE 1-10 / IBC 2015 CALCULATIONS: o Deflection: EI 3199e06 16-in2 "Live" deflection= Deflection from ell n n-dead loads Ilive, wind, snow...) Total Deflection I- of0ead Load Deflection) + Live Load Deflection. Lateral stability(+): Lu= 11.00' Le- 21.94' M n 12.7 Design Notes: 1.WootlWorks analysts and design ere In accordance wllh the ICC International Building Code(IBC 2015),the Nellanal Design Speclricagon(ND52015),and NOS Design Supplement. 2.Please verify Inet the default denection limits are apprupdate for your appllcatlon. 3•Glulam design values are for materials conforming to ANSI 117-2015 and manufactured In accordance With ANSI A190.1-2012 4.GLULAM:bxd=actual breadth x actual depth. 5.Glulam seems shall be laterally supported according to the provisions of Nos Clause 3.3.3. 6•GLULAM:headna lannth based on smaller of Fcoflenslon).Fc0(como'nl. I f I I•oLld i I� 4 COMPANY PROJECT 1 WoodWorks° 3rd Floor-B14 June B,2U1B 16:29 SOFIrIVAREFOR WOOD DESIGN Design Check Calculation Sheet WoodWorks Slrer 11.1 Loads: Load Type Diatributlon Pat- Location (ft) Magnitude Unit tern Start E_nd start End wd Dead F. UDL 3 .0 p ws an_ Full UDL "1.0 pi f pd Dead Point 2.53 2730 lbs pl Live Point 2.53 5070 1be w self- e, h+ Dean Dull UDL 15.6 if 1 Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in): I 5.13' I Untaocoredr Dead 2597 2500 Live 2571 24-94-9 Snow 919 911) Factored: Tate, 5164 5070 nearing: Capacity r Beam 5164 5070 1 support 5533 5432 Des ratio Beam 1.00 1.00 Support 0.93 0.93 Load comb 13 0 3 Length 1.57 1.55 141n req'd 1.57 1.55 1 1.00 1.00 Cb min 1.00. 1.00 cb support 1.07 1.07 Fc s 625 625 B14-3rd floor r PSL,PSL,2.0E,5-1/4"x5-1/2" I Supports:All-Timber-soft Beam,D.Flr-L No.2 Total length:5.13';Clear span:4.87';volume=1.8 cu.fl. Lateral suppod:lap=at supports,bDllom=al supports; Analysis vs,Allowable Stress and Deflection uatrp Nos 2015 r / Critarlon Anal sin Value Deai n Value Unit Maly La/Dad n 1 S eaL V= 1 90 psi Bending)+I fb= 1697 Fb' =2959 psi fb/Fb• 0.51 Live Defl'n 0.03 <L/999 0.17 = L/360 in 0118 T o+.a1 0e El" 0.06 <L/999 0.25= L/240 in 0.22 Additional Data: 1 FACTORS: 1/1(psi)CD CM Ct CL CV Cfu Ct Cftt Ci Cn LCN00 Iv. 290 1.00 1.00 - - _ 1.00 - 1. 2 Eb'+ 2900 1.00 1.00 0.999 1.03 1.00 1.00 2 Fcp' 625 I.00 1.00 E. 2.1 ndllion 1.00 1.00 2 ' E]niny' ,.04 million - 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC N2 =D+L, V max- 5090, V design= 4701 lbs { Bending(+): LC 02 =D+L, M= 11165 lbe-ft Deflection: LC 0 2 =D+L (live) LC 02 =D+L Ire tel) D=dead L=Live a=snow W=w1-I I=impact Lr= f live Lc-concentrated E=earthquake j Al LC's are listed in the Analysis output ' Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS; Deflection: EI= 750e06 lb-in' "Live" deflection Deflection from all non-dead loads Ilive, wind, s ow..) Total Deflection 1.00(Dead Load Deflection) +Live Load Deflectimn.n v Lateral stabilityl+t: Lu = 5.00' Le=10.31' RB= 6.5 Design Notes: 1.WoedWorks analysis and design are in accordance vilh the ICC International Building Code(IBC 2015),the National Design Specification(Nos 2015),and NDS Design Supplement 2.Please vedfy that the default call ectlon Ilmhs are appropriate for your application. 3.SCL-BEAMS(Structural Composite Lumber):the altached SCL selection Is for preliminary design only.For final memberdeslgn contact your local SCL manufacturer. 4.Size factors very from one manufacturer to another for SCL materials.They can be changed In the database editor. 5.FIRE RATING:LVL,PSL and LSL are not rated for fire endurance. t , I I ' + 2 �vPIF f IL J. J 12 . =c. 0 .2-6 , o. s,V- 61 Z10 P!F _ i ( s�- P Ors 1,010611 w ! v b ►�i?., IIi-- 6 L-/3L�� « 2.5V— (1.5u-.+ 0.5101,, u.�j/z V 2 L V- ( 22 ---- 13, rvl.��i StiPoo2�rEd oa t3Ncw SPAN C � Description By N4 L Date G 2A V I T% S a o 1=L v o(Z- Checked Date ENGINEERING Scale Sheet No. 250 4th Ave.South Suite 200 project Job No. Edmonds,WA 98020 425.778,8500 www.cgengineering.com S� v c Y ('� I$oz3• to I COMPANY PROJECT 1 Wo o d Wo r ks° 3rd Floor-B15 June 6,201 B 16:32 SOFnVARF FOR IVO OD DESIGN Design Check Calculation Sheet Wood Works Slzer 11.1 Loads: Load Type Distribution Pat- Location [fr1 Magnitude Unit tern Start End Start End ud read Furl pll Ms Dead Full UDL 373.0 pl! M1 Live Full UDL 240.0 pl! pd Dead point 1.01 3000 its pl . Live point 4.OB 2400 lea pi Snow point 4.06 1000 lb$ Self-vsl9bt Dead Full UDL 9.7 oil Maximum Reactions(Ibs),Bearing Capacities(lbs)and Bearing Lengths(in) 5.385' 5.f6T ❑nfactored- Dead 3647 5349 Live 1182 2510 Snow 226 774 Factored: Total 4829 7859 Bearing: Capacity Beam 6280 10223 Support 4629 7859 Des ratio Beam 0.77 0.77 Support 1.00 1.00 Load comb q2 92 Length 1.99 3.25 t4in req'd 1.99- 3.25- Cb 1.00 1.00 Cb m1 1.00 1.11 Cb support 1.11 1.lI F 625 625 ^idnunum Deanne longM governed by the required vadth or the supporting member. B15-3rd floor LSL,LSL,1.55E,3-1/2"25-1/2" Supports:All-Timber-soft Beam,D.Fir-L No.2 Total length:5.39';Clear span:4.949';volume=1.2 cu.ft. Lateral support:hip=at supports,bottom=at supports; Analysis vs.Allowable Stress and Deflection using Nos 2015: Gritadea al v 0es1 a Value 1 Unit 1 Aril sit/Ilea �. Shear Iv 2Y0 a Fv31U psi v/Fv• 4 Bending(+) fib= 1673 Fb' 2290 psi fb/Fb' : 0.82 Live Defl'n 0.03 =<L/999 0.17 = L/36C in 0.17 Total Defl'n 0.1 L/620 0.26 = L/240 in 0.39 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV C£u Cr Cfrt Ci Cn LCb Fv' 310 1.00 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2325 1.00 - 1.00 0.985 1.00 - 1.00 1.00 - - 2 F. 900 - - 1.00 - - - - 1.00 - - - E' 1.6 million - 1.00 - - - - 100 - - 2 Eminy' 0.80 million - 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear LC f12 =D+L, V max B210 lbs-ft = 7670, V design= 6435 lb. bending(+): LC 42 =D+L, M= Deflection: LC R2 =➢+L (live) LC♦I2 =D+L (total) D=dcad L=live S=snow W=wind I=impact Lr=roof live Lc=Concentrated E=earthquake All LC's a e listed in the Analysis output Load combinations: ASCE 1-10 / IBC 2015 CALCULATIONS: Deflection: El - 388 eO6 lb-in2. "Live" deflection=Deflection from all non-dead loads " wind, sn ow_I Total Deflection- 1.00(Dead Load Deflection) +Live Load Deflect lon. Lateral stability(+): Lu=5.19' Le= 10.63 RB=10.0 Design Notes: 1.Wood Works analysis and design are In accordance with the ICC International Building Code(IBC 2015),the National Design Specification(Nos 2015),and NDS Design Supplement. 2.Please verify that the delautt deflection limns are appropriate foryour applliobon. 3.SCL-BEAMS(Structural Composite Lumber):the attached SCL selection is for preliminary design only.For final member design contact your local SCL manufacturer_ 4.Size factors vary from one manufacturer to another for SCL materials.They can be changed in the database editor. 5-FIRE RATING:LVL.PSL and LSL are not rated for fire enduranu- �Ll COMPANY PROJECT 7 Woo d Wo r ks® B16-3rd Floor June 8,2018 16:32 SOFIIVARE FOR WOOD DESIGN Design Check Calculation Sheet WoodWorks Srzer l l.1 Loads: Load Type Distribution, Pat- Location (ft) magnitude Unit tern Start End Start End wd Dead N11 UD p" Snow Full UDL 373.0 plf wl Live Full UDL 240,0 plf pd Dead Point 11.66 2621 lbs pl Live Point 11.66 4199 lbs Self-weiobt Dead Full UDL 26.0 r.f Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in) 1 13.368' 13.6T 7nfnctoccd:d 6935 22 0 Dea5 Live 5 5302' Snow 2485 2501 Factored: - 12765 Total 8361 6c s::ra: Capacity Beam 0361 12188 Support $361 12708 Des ratio Beam 1.00 1.00 Suppa rt 1.00 1.00 Load CVab 03 #3 Length 1.91 2.92 141.req'd 1.91•• 2.92*+ Cb 1.00 1.00 Ch rain 1.00 1.00 .� Cb support 1 u -00 1.00 Fo so 625 625 um bearing length governed by the required width of the Supporting member. B16-3rd floor PSL,PSL,2.0E,7"x11-7/8" Supports:All-Timber-soft Beam,D.Fir-L N0.2 Total length:13.37';Clear span:12.966';volume=7.7 cuAt. Lateral support:top=at supports,bottom=at supports; Analysis vs.Allowable Stress and Deflection using NDS 2015 ccicacian analysis Vs 1ua bcsl Value Unit Mal s1a/Deal Iv= 6W - Psr fv/Fv' Bending(+) fb-1893 Eb' =2875 psi fb/Fit' = 0.66 Live Defl'n 0.21= L/766 0.44 L/360 in 0.47 Total Defl'u 0.46- W326 0.66= L/240 in D.74 Additional Data: FACTORS: F/E(Psi)CD Qt Ct CL CV Cfu Cr Cfrt Cf Cc LCN El.' 290 1.00 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2900 1.00 - 1.00 0.990 1.00 - 1.00 1.00 - - 2 Fcp' fi25 - - 1.00 - - - - 1.00 - - - E' 2.1 million - 1.00 - - - - 1.00 - - 3 East yI 1.04 million - 1.00 - - - - 1.00 - - 3 CRITICAL LOAD COMBINATIONS: Shear : LC 02 =D+L, V maa 12127, V design 11056 lbs Bending(+): LC 02 =D+L, 14= 25949 lbs-ft Deflection: LC 1f3 =D+.75(L+S) (live) LC 03 =D+.75(3,+S) (total) Dead 1=1ive S=snow SJ=wind I=impact L-reof live L--ri ntrated E=earthquake A11 LC'a are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 1954e06 lb-in2 "Live" deflection=Deflection from all n D n-deed loads (live, wind, s ow._1 Total Deflection= 1.00lDead Load Deflection) +Live Load Deflection. Lateral stability(+): Lu =13.19' Le-24.44' RB- B.4 Design Notes: 1.WoodWorKs analysts and design arc in accordance with the ICC Intemil lonal Buildup Code(IBC 2015),the Nadonat Design Specification(NOS 2015),and NDS Design Supplement 2.Please verify that the a fault deflection fmiM are appropnale for your apptiGetion. 3.SCL-BEAMS(Simcturai Composite Lumber):the attached SCL selection is go,preliminary design only.For final member design contact your local SCL manufacturer. 4.Sire factors vary from one manufacturer to another for SCL materials.They can be cr snged in the database editor. 5.FIRE RATING LVL.PSL and LSL am not rated for foe endurance. •D 4 4 COMPANY PROJECT Wo o d Wo r k s June 14,2018 08:52 3rd Floor-B17 SOFRVARfFOR WOOD DESIGN Design Check Calculation Sheet Wood Works Sizer11.1 Loads: Load Type Distributiom Pat- Location [ft] Magnitude Ifait test, stast End Stott End PC b.a. Point NO 0 li p1 Live Point yes 16.67 1350 lb. Pa Snow Point yes 16.67 2B0 lbs wd2 Dead Partial UDL no 0.00 13.00 160.0 160.0 p10 5 elf-w1aR: Dead Full UDL Uo 15.6 11 Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in) 16.921' C 13, 169, Unfact...d: Dead 925 2169 Live -379 1729 Snow -79 359 Factored: Total 925 3697 Bearing: Capacity Beam 1641 4B68 Support 1756 3897 Des ratio Hearn 0.56 0.60 Support 0.53 1.00 -Load comb kl q2 Length 0.50+ 1.11 Min req'd 0.50' 1.11`" Cb 1.00 1.34 Cb min 1.00 1,31 Cb support 1.07 1.07 Fro -up 625 625 'Minimum Dearing length setting used:112-for end Supports- "Minimum hearing length governed by the Muffed widtR of the supporting member. Maximum reaction on at least one support is from a different load combination than the critical one for bearing design,shown here,due to Kd factor.See Analysis resulls far reaction from critical load combination. 817-3rd floor PSL,PSL,2.0E,5-1/4"x9-1/2" Supports:All-Timber-soft Beam,D.Fir-L No.2 Total length:1692';Clear span:12_933',3 854';volume=5.9 cu,it Lateral support:lop=at supports,bottom=at supports; Analysis vs.Allowable Stress and Deflection using Nos 2015: Ctltetleh Anal sia Val.. Deal= value unit Aaal eta/Deal a she v• 6 - 2 0 pat 2v/Fv Hen ding l+) fb 367 Fb' •2698 psi fb/Pb' = 0.14 OertdsDg t-1 fb= 1183 Fb' 2937 psi fb/lb' = 0.40 Deaeotieaa Interior Live -0.12 <L/999 0.43• L/360 0.28 Total -0.01•IL/999 0.65 • L/240 in 0.02 Cantil. Live 0.25 • L/189 0.26 L/180 0.95 Total 0.2S• L/190 0.39 L/120 In 0-63 _ Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr C£rt Ci Cn LCII Fv 211 1.00 - 1.00 - - - - 1.00 - 1.00 2 Fb'• 2900 0.90 1.00 0.989 1.03 - 1.00 1.00 Flo 2900 1.00 1.00 0.987 1,03 - 1.00 1.00 - 2 Fcp' 625 - - 1.00 - - - - 1.00 - - - E' 2.0 million - 1.00 - - - - 1.011 - - 2 Eminy' 1.04 million - 1.00 - - - - 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear t LC k2 =D+L, V max= 2161, V design= 2149 lb. eendingl+It LC R1 D only, M= 2428 lbe-ft Bending(-): LC k2 =D+L, H= 7702 lbs-ft Deflection: LC 42 =D+L (live) LC k2 =D+L (total) Dead L=1ive S=snow W4 ind I=impact L-roof live L-concentrated E=earthquake All LC's a e listed in the Analysis output Load Patterns: s=S/2, x=L+S or L+Lr, -o pattern load in this span Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI= 750.06 lb-in2 "Live" deflection=Deflection from all--dead loads I1 ive, wind, Total Deflection=1.50(Dead Load Deflection) +Live Load Deflection.n Lateral stability(+l: Lu= 13.00' Le=21.13' RB= 9.3; Lu based on full span Lateral stabilityt-): Lu =13.00' Le=21.13 RB=9.3; Lu based an full span Design Notes: 1.WoodWoft analysis a desgn are In accomanot with Inc iCC International Build'og Code tar 2015).the National Design SpadneXion INDS 2015),and NDS Design Supplement. 2.Please verify I:the default deflection bmlts are approprete for your SWItiftion. 3.SCL-BEAMS(StruCturat Compost*LumW:(he attached SCL selection Is for preliminary design ony.For final member design contact your bca!SCL manufacturer. 4.Size factors vary from one manutedurf rto another for SCL matenats.They can be changed in the Catabut.editor. 5.FIRE RATING'LVL PSL and LSL are nol rated for fire enaurnnee. I-DyS 618 ._.. _- • . .-•-- - �- I •---- •-- --W - boo pip -- 1 D.}Sic: t 6.Z-S��r ►.35tc." l31�� 1 i ►�* s r - - -�- 5�-0' v 11-y u (/b 7,)_ I '.. . -I- Il,yw � L—•:� � I � ! � �_ - W I�o X Z (� /1!N _�/ �r En�c i2c.�.��_c ; � � } 1 -i � � I z?'-a i Description 6y N A L Date 5 2.5/1 C _ Checked Date (���jvlry - 3RD Ftoo2 ENGINEERING Scale Sheet No. 250 4th Ave.South Suite 200 project Job No. Edmonds,WA 98020 425.779.8500 �$pZ3.10 I t)�b www.cgengineering.com 5 M o E Y PT Title Block Line 1 ~' Project Title:You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 ftft BJUN 2018, 4:11PM Steel Beam mokey Point AparUmntsl SUwturallGngineOnglGravityDesign0oor&CorridorFraminglEnercalelsmokeypLec6 ENERCALC,INC.1983-2018,Build:10.18.1.31,Vec10.18.1.31 i.i0 Description: 818-3rd floor CODE REFERENCES Calculations per AISC 360-10, IBC 2015,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(7)L(12.92)S(0.28) -- I ' D(0.542)IS(o.358) W16x26 P Spa, S G M ; Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weiqht calculated and added to loading '- Uniform Load: D=0,5420, S=0.3580 k/ft, Tributary Width=1.0 ft Point Load: D=7.0, L=12.920, S=0,280 k @ 2.50 ft DESIGN SUMMARY '. Maximum Bending Stress Ratio = 0.242:1 Maximum Shear Stress Ratio= 0.161 : 1 Section used for this span W16x26 Section used for this span W16x26 Ma:Applied 26.675 k-ft Va:Applied 11.380 k Mn/Omega:Allowable 110.279 k-ft Vn/Omega:Allowable 70.509 k i Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 2.500ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.007 in Ratio= 8,969>=360 Max Upward Transient Deflection 0.007 in Ratio= 8,969>=360 Max Downward Total Deflection 0.011 in Ratio= 5342>=180 Max Upward Total Deflection 0,000 In Ratio= 0 <180 Maximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega 40+H Dsgn.L= 5.00 ft 1 0.095 0.070 10.53 10.53 184.17 110.28 1.00 1.00 4.92 117.75 70.51 - +D+L+H Dsgn.L= 5.00 ft 1 0.242 0.161 26.67 26.67 184.17 110.28 1.00 1.00 11.38 117.75 70.51 +D+Lr+H Dsgn.L= 5.00 ft 1 0.095 0.070 10.53 10.53 184.17 110.28 1,00 1.00 4.92 117.75 70.51 G +D+S+H Dsgn.L= 5.00 ft 1 0.109 0,084 11.99 11.99 184.17 110.28 1.00 1.00 5.96 117.75 70.51 +D+0.750Lr+0.750L+H Dsgn.L= 5.00 It 1 0.205 0.138 22.64 22.64 184.17 110.28 1.00 1.00 9.77 117.75 70.51 +D+0.750L+0.750S+H Dsgn.L= 5.00 ft 1 0.215 0.150 23.74 23.74 184,17 110.28 1.00 1.00 10.54 117.75 70.51 +D+0.60W+H Dsgn.L= 5.00 ft 1 0.095 0.070 10.53 10.53 184.17 110.28 1.00 1.00 4.92 117.75 70.51 +D+0.70E+H Dsgn.L= 5,00 it 1 0,095 0.070 10.53 10.53 184.17 110.28 1.00 1.00 4.92 117.75 70.51 +0+0.750Lr+0.750L+0.450W+H Dsgn.L= 5.00 ft 1 0.205 0.138 22.64 22.64 184.17 110.28 1.00 1.00 9.77 117.75 70.51 +D+0.750L+0.750S+0.450W+H Dsgn.L= 5.00 ft 1 0.215 0,150 23.74 23.74 184.17 110.28 1.00 1.00 10.54 117.75 70.51 +D+0.750L+0.750S+0.5250E+H 1,0'-1} COMPANY PROJECT 1 3rd Floor-B19 WoodWorksO June B.201816:33 SOFTWARE FOR WOOD DESIGN Design Check Calculation Sheet .. Wood Works Sizer 11.1 Loads: Load Type Distribution Pat- Location [ft) Magnitude Unit tern Start End start End Dead nil lJDL 23. plr ws Snow Full UDL 38.0 pif pd Dead Point 9.71 975 ibs ps Snow point 9.71 1625 lbs pd2 Dead Point 22.17 975 ibs ps2 Snow Point 22.17 1625 ibs Self-weioht Dead rull UDL 1a.9 if Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in) 27 262' b 27.1r Unfnc=o:ad' Dead 1379 1711 Snow 1966 242 C' Psctocad Total 3245 4131 ssacing: Capacity Beam 3245 4131 Support 3348 426' Des ratio Beam 1.00 1.D0 supper 0.97 0.91 - Lond caeb k2 p2 Length 0.97 1.24 Min req'd 0.97 1.24 Cb 1.00 1.0C Cb min 1.00 1.0C Cb auppoct 1.07 1.07 Fea aue 625 625 Ell-3rd floor Glularn-Bal.,West Species,24F-V8 DF,5-1/8"x16" 11 laminations,5-116'maximum width, Supports:All-Timber-soft Beam,D.FIr-L No.2 Total length:27.261;Clear span:27.078';volume=15.5 c 11. Lateral support:top=at supports,bottom=at supports; Analysis vs.Allowable Stress and Deflection using NOS 2019: Ccltesion Analvnls vnlun Deegan value 1 Un:t I Anal sis/Darien psi .v F 4 Bending(+) fb=1516 ph' 226E psi fb/Fb' - 0.67 Live Defl'n L/481 0.91= L/360 0.75 Total Defl'n 1.16= L/281 1-36= L/240 0.a5 Additional Data: FACTORS: F/E(psi)CD Crf Ct CL CV Cfu C= Cfrt notes Cn-Cvr LC4 Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.15 1.00 1.00 0.822 0.947 1.00 1.00 1.00 1.00 - 2 Fcp' "I - 1.00 1.Do - - - - 1.00 - - E' 1.B million 1.00 1.00 Eminy' 0.85 million 1.00 1.10 - - - - 1.00 only the lesser of CL and CV is applied, as per LIDS 5.3.6 CRITICAL LOAD COMBINATIONS: shear LC R2 -D+S, V max- 4126, V design= 4018 lbs Bending(+): LC 82 =D+S, H= 27617 lba-ft Deflection: LC$2 D+S (live) LC t:2 =D+S (tocall D=dead L=1ive S=snow W=wind I=impact Lr=roof live L-concenerared E=earthquake All LC's a e listed in the Analysis output _ Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 3249e06 lb-in2 "Live"deflection=Deflection from all non-dead loads hive, wind, snow_.) Total Deflection= 1.00(Dead Load Deflection) +Live Load Deflection. Lateral stability(+): Lu= 27.19' Le=50.00' RB= 19.1 Design Notes: 1.Wood Works analysis and design Brain accordance vdth the ICC International Building Code(IBC 2015),the National Design Specification(NDS 2015),and NOS Design Supplement. 2.Please verify Thal the defaull deflection limits are apprupdate for your application 3.Glulam de ce v sign values are for materials conforming to ANSI 117-2015 and manufactured in accordaniih ANSI A190.1-2012 4.GLULAM:bxd=actual breadth x actual depth. 5.Glulam Beams shall be laterally suppodetl according to the provisions of NOS Clause 3.3.3. 8.GLULAM:bearin ten lh based on smaller of Fcp(tension),Fcp(com'n). --- -- ` I r w z Z Z l F I(DL+ - Z�►.ie it 244 l� x s(� F�I r� I �_ 1 2 x 2.(o w Ito u._ t 9 v--It !2L.7d) y u1.0 k (St.) 1-0 (Sd.) - 1�I.S k�U.) - --- - — 5.10 V- (w) I i -— — — - ---i--- -- -T— Wi 1003- t 33_3 + III PIF — ' -- —1---- ID yV- x PSG - ---I--I I 0y W= 16bo pIF (PLt- LL) �2- 900 -- 5-i' - _TPt C � Description —By A Date 5�3D/✓ Checked Date ENGINEERING Scale Sheet No. 250 4th Ave.South Suite 200 project Job No. t Edmonds,WA 98020 •o`�� 425.778.8500 IS 023- 1 0 www.cgengineering.com SlM 0 t.�G y P!. L Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: 3 and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:8 JUN 2018,4:44PNI i mokey Pint ApadmentsL.SWcturaAEngineednglGravfty DesignTloor&Corridor FraminglEnercalclsmokey ptecBjlllf Steel Beam ENERCALC.INC.1983.2018,BdId:10.18.1.31,Ver10.18.1.31 Description: B1-2nd floor I CODE REFERENCES - Calculations per AISC 360-10, IBC 2015,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D('1.141)L(1.14'f) a ti L W 16x50 ' Span=22.830 It _Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=1.141, L=1.141 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.662: 1 Maximum Shear Stress Ratio= 0.215 : 1 Section used for this span W16x50 Section used for this span W16x50 Ma:Applied 151.932 k-ft Va:Applied 26.620 k Mn/Omega:Allowable 229.541 k-ft Vn/Omega:Allowable 123.880 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 11.415ft Location of maximum on span 0.000 ft ' Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.366 in Ratio= 747>=360 Max Upward Transient Deflection 0.366 in Ratio= 747>=360 Max Downward Total Deflection 0.749 in Ratio= 366>=180 Max Upward Total Deflection 0,000 in Ratio= 0<180 Overall Maximum Deflections Load Combination Span Max.""Defl Location in Span Load Combination Max."+"Deft Location in Span +D+L+H 1 0.7493 11.480 0.0000 0.0D0 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAYOrrium 26.620 26.620 Overall MINimum 8.157 8.157 +D+H 13.595 13,595 +D+L+H 26.620 26.620 +D+Lr+H 13.595 13.595 +D+S+H 13.595 13.595 +D+0.750Lr+0.750L+H 23.364 23.364 +D+0,750L+0,750S+11 23.364 23.364 +D+0.60W+H 13.595 13.595 ' +D+0.70E+H 13.595 13,595 '- +D+0.750Lr+0.750L+0.450W+H 23.364 23.364 +D+0.750L+0.750S+0.450W+H 23.364 23.364 +D+0.750L+0.750S+0.5250E+H 23.364 23.364 +0.60D+0.60W+0.60H 8.157 8.157 +0,60D+0.70E+0.60H 8.157 8.157 D Only 13.595 13.595 Lr Only L Only 13.025 13.025 I•D S O __ S Only Title Block Line 1 �' Project Title: You can change this area Engineer: Project ID; using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 PHnted:8 JUN 2D18,4:08PM mokey Point Apartments)_SUuclurallEngineednglGravity Design'Floor&Corridor FrarninglEnerc ftnokey pl.ec6 Steel Beam ENERCALC,INC.1983-2018,Build:10.18.1.31,Ver.10.18.1.31 Description: B1-2nd floor(2) CODE REFERENCES Calculations per AISC 360-10, IBC 2015,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield; 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus; 29.000.0 ksi �. . Bending Axis: Major Axis Bending 0(1.141)L(1.141) 1 ..(a '.+5�'L s� � - i T -'s �_ -c 7^L.-'' r- - »• - 91=-- -� W 12x26 Span=13.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=1.141, L=1.141 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.525: 1 Maximum Shear Stress Ratio= 0.267 : 1 Section used for this span W12x26 Section used for this span W12x26 Ma:Applied 48.757 k-ft Va:Applied 15.002 k Mn/Omega:Allowable 92.814 k-ft Vn/Omega:Allowable 56.120 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 6.500ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.125 in Ratio= 1,252>=360 Max Upward Transient Deflection 0.125 in Ratio= 1,252>=360 Max Downward Total Deflection 0.252 in Ratio= 619>=180 Max Upward Total Deflection 0.000 in Ratio= 0 <180 I Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/0mega Dsgn.L= 13.00 ft 1 0.266 0.135 24.65 24.65 155.00 92.81 1.00 1.00 7.59 84.18 56.12 +D+C+H Dsgn.L= 13.00 ft 1 0.525 0.267 48.76 48.76 155.00 92.81 1.00 1.00 15.00 84.18 56.12 +D+Lr+H Dsgn.L= 13.00 ft 1 0.266 0,135 24.65 24.65 155.00 92.81 1.D0 1.00 7.59 84.18 56.12 +D+S+H Dsgn.L= 13.00 ft 1 0.266 0.135 24.65 24.65 155.00 92.81 1.00 1.00 7.59 84.18 56.12 +D+0.750Lr+0.750L+H Dsgn.L= 13.00 ft 1 0.460 0.234 42.73 42.73 155.00 92.81 1.00 1.00 13.15 84.18 56.12 +D+0.750L+0.750S+H Dsgn.L= 13.00 ft 1 0.460 0.234 42.73 42.73 155.00 92.81 1.00 1.00 13.15 84.18 56.12 +D+0.60W+H Dsgn.L= 13.00 ft 1 0.266 0.135 24.65 24.65 155.00 92.81 1.00 1.00 7.59 84.18 56.12 +D+0.70E+H Dsgn.L= 13.00 It 1 0.266 0.135 24.65 24.65 155.00 92.81 1.00 1.00 7.59 84.18 56.12 -FD+0.750Lr+0.750L+0.450W+H Dsgn.L= 13.00 ft 1 0.460 0.234 42.73 42.73 155.00 92.81 1.00 1.00 13.15 84.18 56.12 +D+0.750L+a750S+0.450W+H Dsgn.L= 13.00 ft 1 0.460 0.234 42.73 42.73 155.00 92.81 1.00 1.00 13.15 84.18 56.12 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 13.00 ft 1 0.460 0,234 42.73 42.73 155.00 92.81 1.00 1.00 13.15 84.18 56.12 +0.60D+0.60W+0.60H dS� Dsgn.L= 13.00 ft 1 0.159 0.081 14.79 14.79 155.00 92.81 1.00 1.00 4.55 84.18 56.12 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:8 JUN 2018.4:09PM 1 Steel Beam mokeyPointApaftenlsVSlructuraREngineeringlGravityDesignTloor&CorddorHaMnglEnercalc�srnokeypl.ec$ III I ENERCALC,INC.1983-2018,EMId:10.18.1.31,Ver:10.18.1.31 l.rl Description: B1-2nd floor(3) I^ CODE REFERENCES Calculations per AISC 360-10, IBC 2015,ASCE 7-10 Load Combination Set : IBC 2015 I Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(1.141_1)L 1.141 4 ,44 1 W 16x36 ( Span= 18.0 ft I _I Applied Loads Service loads entered. Load Factors will be applied for calculations. I Beam self weight calculated and added to loadinq Uniform Load: D=1.141, L=1.141 k/ft, Tributary Width=1.0 ft I DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.588:1Maximum Shear Stress Ratio= 0.222 : 1 Section used for this span W16x36 Section used for this span W16x36 Ma:Applied 93.879 k-ft Va:Applied 20.862 k Mn/Omega:Allowable 159.681 k-ft Vn/Omega:Allowable 93.810 k j 1 Load Combination +D+L+H Load Combination +D+L+H j Location of maximum on span 9.000ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 j Maximum Deflection Max Downward Transient Deflection 0.208 in Ratio= 1,036>=360 Max Upward Transient Deflection 0.208 in Ratio= 1,036>=360 Max Downward Total Deflection 0.423 in Ratio= 510 >=180 Max Upward Total Deflection 0,000 in Ratio= 0 <180 4 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios _ Summary of Moment Values Summary of Shear Values . Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn.L= 18.00 ft 1 0.299 0.113 47.67 47.67 266.67 159.68 1.00 1.00 10.59 140.72 93.81 1 +D+L+H Dsgn.L= 18.00 ft 1 0.588 0.222 93.88 93.88 266.67 159.68 1.00 1.00 20.86 140.72 93.81 I_ +D+Lr+H Dsgn.L= 18.00 ft 1 0.299 0.113 47.67 47.67 266.67 159.68 1.00 1.00 10.59 140.72 93.81 +D+S+H I Dsgn.L= 18.00 ft 1 0.299 0.113 47.67 47.67 266.67 159.68 1.00 1,00 10.59 140.72 93.81 I I +D+0.750Lr+0.750L+H i Dsgn.L= 18.00 ft 1 0.516 0.195 B2.33 82.33 266.67 159.68 1.00 1.00 18.29 140.72 93.81 i +D+0.750L+0.750S+H Dsgn.L= 11,001 1 0.511 0.195 12.33 82.33 266.67 159.68 1.00 1.00 18.29 140.72 93.81 +D+0.60W+H Dsgn.L= 18.00 ft 1 0.299 0.113 47.67 47.67 266.67 159.68 1.00 1.00 10.59 140.72 93.81 +D+0.70E+H Dsgn.L= 18.00 ft 1 0.299 0.113 47.67 47.67 266.67 159.68 1.00 1.00 10.59 140.72 93.81 +D+0.750Lr+0.750L+0.450W+H - Dsgn.L= 18.00 ft 1 0.516 0.195 B2,33 82.33 266.67 159.68 1.00 1.00 18.29 140.72 93,81 i l +D+0.750L+0.750S+0.450W+H Dsgn.L= 18.00 ft 1 0.516 0.195 82.33 82.33 266.67 159.68 1.00 1.00 18.29 140.72 93,81 +D+0.750L+0.750S+0.5250E+H Dsgn.L= 18.00 ft 1 0.516 0.195 82.33 82.33 266.67 159.68 1.00 1.00 18.29 140.72 93.81 +0.60D+0.60W+0.60H l Dsgn.L= 18.00 ft 1 0.179 0.068 28.60 28.60 266.67 159.68 1.00 1.00 6.36 140.72 93.81 I { Title Block Line 1 Project Title: You can change this area Engineer: Project ID: _ using the"Settings"menu item Project Descr: f and then using the"Printing& Title Block selection, Title Block Line 6 Pdnled:14 JUN 2018,3:49PNI Steel Beam mokey Point Aparlmenlsl_StructurAEngineednglGravlty Desi Oloor&Corridor FraminglEnercalclsmokey p1.ec6 ENERCALC,INC.19832018,Build:10.18.1.31,Vera0.18,1.31 I r.tr ENGINEERING Description: B2-2nd floor I f CODE REFERENCES Calculations per AISC 360-10, IBC 2015,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties f Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending - - D(9.31)L'17,291 - D 0.66 L 0.533 S O.373 ' 16x26 +I t' SnanW=5 167 1 t I Applied Loads Service loads entered. Load Factors will be applied for calculations. i Beam self weight calculated and added to loading I l Uniform Load: D=0.660, L=0.5330, S=0.3730 k/ft, Tributary Width=1.0 ft 1 Point Load: D=9.310, L=17.290 k @ 1.250 ft DESIGN SUMMARY _ ''_ • • I Maximum Bending Stress Ratio = 0.255:1 Maximum Shear Stress Ratio= 0.331 : 1 Section used for this span W16x26 Section used for this span W16x26 111 Ma:Applied 28.167 k-ft Va:Applied 23.314 k Mn/Omega:Allowable 110.279 k-ft Vn/Omega:Allowable 70,509 k Load Combination +D+L+H Load Combination +D+L+H ' Location of maximum on span 1.255ft Location of maximum on span 0,000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection j i Max Downward Transient Deflection 0.008 in Ratio= 8,053>=360 Max Upward Transient Deflection 0.008 in Ratio= 8,053 >=360 Max Downward Total Deflection 0.013 In Ratio= 4932 >=180 Max Upward Total Deflection 0.000 in Ratio= 0 <180 t ---- Overall Maximum Deflections t Load Combination Span Max.""Den Location in Span Load Combination Max."+"Deft Location in Spar +D+L+H 1 0,0126 2,333 0.0000 0.000 ' Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall imum 23.314 9.584 Overall MINimum 0.964 0.964 +D+H 8.830 4.025 I +D+L+H 23.314 9.584 +D+Lr+H 8.830 4.025 +D+S+H 9.794 4.988 I +D+0.750Lr+0.750L+H 19.693 8.194 1 L +D+0.750L+0.750S+H 20.416 8,917 +D+0,60W+H 8.830 4.025 +D+0.70E+H 8.830 4.025 +D+0.750Lr+0,750L+0A50W+H 19,693 8.194 +D+0.750L+0.750S+0,450W+H 2O.416 8.917 I +D+0.750L+0.750S+0.5250E+H 2O.416 8.917 1 +0.60D+0.60W+0.60H 5.298 2415 I +0,60D+0.70114601-1 5.298 2.415 J D Only 8.830 4.025 il Lr Only COMPANY PROJECT C 1 G ® 2nd Floor-B3 EOflfl WO O d Wo r k s June B,2010 1e:39 SOFf1VAREFOR WOOD DESIGN Design Check Calculation Sheet Wood Works Slzer 11.1 Loads: wad Type Distribution Pat- Location IftI 1,1a9nitude Unit tern Start End Start e_n_d_ wd Dead T. P Snow Full UDL 37.3 0 plf t wl Live Full UDL 1177.0 plE Self-Wet ht Dead Full UDL 19.5 if I Maximum Reactions(Ibs),Bearing Capacities(lbs)and Bearing Lengths(In) 9.431' B.0T Dead r VnDactorod: 983B Live ive 55 5E 50 5550 Snow 1759 1759 ractond: Total 10386 10306 i facarih7: capacity 103ee Beam 10386 11130 Support 11130 Des ratio Beam 1.Oa 1.00 Support 0,93 0.93 Load comb 02 q2 Length 3,11 3.17 Min req'd 3.11 .17 Cb 1.00 1.00 ( Cb min 1.Do 1.00 Cb support 1.07 1.a7 rep a 625 fi2S B3-2nd floor PSL,PSL,2.0E,6.1/4")c11-7/6" Supports:AII-Timber-soft Beam,D.Fir-L Nn.2 Total length:9.43%Clear span:8.903';volume=4.1 cu.ft. Lateral support:top-at supports,bottom=at supports; Analysis vs.Allowable Stress and Deflection using NDS 2016: Oritarfon Mal aia Value I Dasa n value Unit Mal aia/Deaf n 112L,111 ear N = pa v"' _ •03 Bendlrtgl+) fib 2251 Fb' =2869 psi fb/Fb' = D.79 Live Defl'n 0.13 = L. 0.31 L/360 in 0.42 Total Defl'rt 0.24 L/96o 9.4fi W290 in D.52 fAdditional Data:I _FACTORS: F/Elpai)CD CI4 Ct CL CV Cfu Cr Cfct Ci Cn LC9 EW' 290 1'00 1.00 - - 1.00 1.00 2 1", 2900 1.c0 - 1.00 0.907 1.00 - 1.00 1.00 - - 2 Fcp 625 - - 1.00 - = 1.00 - - - E' 2.0 mi111on 1.00 1.OD 2 Eminy' 1,11 million 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC 02 = D+L, V max= 10100' V design 762E lb. Bending(+): LC 92 D+L, PI- 23146 lb.-ft Deflection: LC 92 D+L (live) LC 02 = D+L (total) D=dead L=live S=snow W=wind I=impact L-roof live Lc=concentrated E=earthquake All LC's a e listed in the Analysis output Load combina t Sorta: ASCE 7-10 / IBC 2015 0 0 CALCULATIONS: Deflection: EI 1465e01 11-1n2 "Live^ deflection=Deflection foam all n n-dead loads Ilive, wind, Total Deflection I.00(Dead Load De Election) + Live Load Deflect Son.n Lateral stability(+): Lu= 9.19' Le= 17.94' RB= 9.6 Design Notes: 1,Wood Works onafy5b and design are in accordance Wh the$CC Inlorralional Bulidmg Code(IBC 2015),me Wlional Design Speoficallon(NDS 9015),and NDS Design Supplement. 2 Plu-vtdfy that 0te default denecllon Omi s are appropriate for your oppllca,60- _ 3.SCL-BEAMS(Structural Composite Lumber):the attached SCL selection Is for preliminary despn only.For final member design contact your lout SCL manufacturer. 4.Size Iadors vary from one manufacturer to another for SCL matodaI3.They can be changed In the database tdhor. 5.FIRE RATING:LVL.PSL and LSL are not rated for rue endurance. 1 I t . I r I I fi IO X ZIP dt S6G' t5 6P-t_AL. t f 1 , , _I i + 3 9'3 d-I D � I a►I I i 1 - - qq y Z'1.Src WI� YSS MIN _....- _. -- 6 LL t Pz 1 �i iJ IU58 + 3734- $ID nIF_ W 110 4 Zoo • z; } I v 3`I ro -c 0, z g Q ` i LJIg Y So f:N6R.t./.t.G _.__.. , C CM Description By Date / 9 2A J"f/ _ 2—�e FL- o 2 Checked Date ENGINEERING Scale Sheet No. 250 4th Ave.South Suite 200 Project Job No. t Edmonds,WA98020 425.778.8500 •0 5 5 www.cgengineering.com Sill o 4 G1/ I l_ . r Title Block Line 1 Project Title: You can change this area Engineer Project ID: using the"Settings"menu item Project Descr. T ' and then using the"Printing& I Title Block"selection. Title Block Line 6 Pdnled:14 JUN 2018,8:51AM rStee( Beam mokey Point Aparlmenlsl_SUuclura*ngineedMrAavityDosignTloor&corridor FraminglEnorc*ksmokeypLec6 ENERCALC,INC.1983.2018,Build:10.18.1.31,Ver:10.18.1.31 KW-06006166 Licensee:CG ENGINEERING Description: 85-2nd floor • CODE REFERENCES If Calculations perAISC 360-10, IBC 2015,ASCE 7-10 Load Combination Set: IBC 2015 ( Material Properties 1 Analysis Method: Allowable Strength Design Fy;Steel Yield: 50.0 ksi 1 Beam Bracing; Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(1-435)L(2-665) 0(1.66)L(3-12) D 0.066�L(0"17) D 0.877 L 0.98 0.373 W 1 Ox26 �II Span=14.250 ft tl JApplied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weiqht calculated and added to loading { Load for Span Number 1 Uniform Load: D=0.8770, L=0.360, S=0.3730 k/ft,Extent=0.0->>10.250 ft, Tributary Width=1.0 ft Uniform Load; D=0.0660, L=0.120 k/ft,Extent=10.250-->>14.250 ft, Tributary Width=1.0 ft Point Load: D=1.435, L=2,665 k @ 3.50 ft Point Load: D=1.680, L=3.120 k @ 10.250 ft DESIGN SUMMARY • 1 l Maximum Bending Stress Ratio = 0.588: 1 Maximum Shear Stress Ratio= 0.249 : 1 Section used for this span W10x26 Section used for this span W10x26 Ma:Applied 45.904 k-ft Va:Applied 13.356 k Mn/Omega :Allowable 78.094 k-ft Vn/Omega:Allowable 53.560 k Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span 6.840ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 l Maximum Deflection l Max Downward Transient Deflection 0.175 in Ratio= 977>=360 Max Upward Transient Deflection 0.175 in Ratio= 977 >=360 Max Downward Total Deflection 0.408 in Ratio= 419 >=180 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Overall Maximum Deflections Load Combination Span Max.""Dell Location in Span Load Combination Max."+"Defl Location in Span +D-�07501_ 750S+0.5250E+H 1 0.4077 7.044 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS I Load Combination Support 1 Support 2 Overall imum 13.356 9.845 Overall MINimum 2.448 1,375 111 +D+H 7.533 5,206 +D+L+H 12.849 9.845 +D+Lr+H 7,533 5.206 +D+S+H 9.981 6.581 l +D+0.750Lr+0.750L+H 11.520 8.685 +D+0.750L+0.750S+H 13.356 9,716 I +D+0.60W+H 7,533 5.206 i d5 jJ +0+0.70E+H 7.533 5.206 r Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Pdnted;31 MAY 2018,9:51AM Steel Beam mokey Point ApadmenlsLSlrucluraltEngineering\Gravity DeslgnTbor&Corridor RamingTnercal6smokey ptec8 ENERCALC,INC.1983-2018,Build:10.18.1.31,Ver:10.18.1.31 rt. Description: 136.2nd floor I CODE REFERENCES Calculations per AISC 360-10, IBC 2015,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending 0(3.675)L(6.825) _ D(3.675)L(6.825) - --J - i r bo.811 L0.36 SO 73 17: W 1 Bx55 y ' � RF4f1 Span=25.830 ft _I ! Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Uniform Load: D=0.8110, L=0.360, S=0.3730 k/ft, Tributary Width=1.0 ft l Point Load: D=3.675, L=6.825 k @ 4.670 ft l Point Load D=3.675, L=6.825 k @ 14.50 ft 1 DESIGN SUMMARY _ Maximum Bending Stress Ratio = 0.681 : 1 Maximum Shear Stress Ratio= 0.208 : 1 Section used for this span W18x55 Section used for this span W18x55 1 I Me:Applied 190.235 k-ft Va:Applied 29.346 k ( Mn/Omega:Allowable 279,441 k-ft Vn/Omega:Allowable 141.180 k Load Combination +D+0.750L+0,750S+H Load Combination +D+0.750L+0.750S+H I Location of maximum on span 14,465ft Location of maximum on span 0,000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.387 in Ratio= 800>=360 Max Upward Transient Deflection 0.387 In Ratio= 800>=360 Max Downward Total Deflection 0.870 In Ratio= 356>=180 Max Upward Total Deflection 0.000 in Ratio= 0<180 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall Axmum 29,U6 24,811 Overall MINimum 4.817 4.817 +D+H 15.807 13.912 I +D+L+H 29.041 23.626 + 1 +D+Lr+H 15.807 13.912 +D+S+H 2O.624 18.729 +0+0.7501-r+0.7501-+11 25.733 21.198 +D+0.750L+0.750S+H 29.346 24.811 +D+O,60W+H 15.807 13.912 1 +D+0.70E+H 15.807 13.912 +D+0,750Lr+0.750L+0.450W+H 25.733 21,198 I +D+0,750L+0.750S+0.450W+H 29.346 24.811 +D+0.750L+0.750S+0.5250E+H 29.346 24,811 +0.60D+0.60W+0.60H 9.484 8.347 +0.60D+0.70E+0.60H 9.484 8,347 D Only 15.807 13,912 Lr Only L Only 13.234 9.715 r � ` Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:8 JUN 2018.4:40Ph1 Stee Beam mokey Point ApartrmtsUiruclural%EngineednglGravily DesignlFloor&Corridor FraminglEnercalclsmokey pl.ec6 ENERCALC,INC.1983.2018,Buik1:10.18.1.31,Ver:10.18.1.31 r.rr Description; B7-2nd floor _CODE REFERENCES Calculations per AISC 360-10, IBC 2015,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E;Modulus: 29,000.0 ksi _ Bending Axis; Major Axis Bending D(6.23) (11.57) D(4.935)L(9.165) 0.I I 0.2 {1.058)L(0.81)3(0.373) W 1 Bx50 �I Span=23.330 ft i t v Applied Loads Service loads entered. Load Factors will be applied for calculations. lBeam self weiqht calculated and added to loading Load for Span Number 1 Uniform Load: D=1.058, L=0.810, S=0.3730 k/ft,Extent=0.0-->>10.0 ft, Tributary Width=1.0 ft [ Uniform Load: D=0.110, L=0.20 k/ft,Extent=10.0- >23.330 ft, Tributary Width=1.0 ft I Point Load: D=4.935, L=9.165 k @ 18.0 ft � 1 Point Load: D=6.230, L=11,570 k @ 3,0 ft ` DESIGN SUMMARY Maximum Bending Stress Ratio - 0.524: 1 Maximum Shear Stress Ratio= 0.275 : 1 j Section used for this span W18x50 Section used for this span W18x50 Ma:Applied 132.079 k-ft Va:Applied 35.173 k I I( Mn/Omega:Allowable 251.996 k-ft Vn/Omega:Allowable 127.80 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 9.065ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.328 In Ratio= 853>=360 Max Upward Transient Deflection 0.328 in Ratio= 853>=360 Max Downward Total Deflection 0.589 in Ratio= 475>=180 iMax Upward Total Deflection 0.000 in Ratio= 0<180 1.. Overall Maximum Deflections ( Load Combination Span Max."-"Dell Location in Span Load Combination Max.W Defl Location in Span 1 +D+L+H 1 0.5895 11.398 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 . Overall MAXimum 35.173 Overall MINimum 2.931 0.799 +D+H 15.871 8.507 II +D+L+H 35.173 20.706 f +D+Lr+H 15.871 8,507 ` +D+S+H 18.802 9.306 +D+9.7501_r+0.750L+H 30.347 17,656 +D+0.750L+0.750S+H 32.545 18.256 +DA.60W+H 15.871 8,507 5 8 1 +D+0.70E+H 15,871 8,507 -i--- --- � � I Imo_ I •_i._ �_ .� I E II t W I In x 31 11 I N �Ec' eug2t1�G ! i oLr— _I13 k I + �ZytS? j( �' - -- - ' - .�y I iJ 51'b G'r o rf .itL W I b x pp I 1vI x SS M L/ rS s��cr�eQcgc 2,' -(15+ z5-Psr� Iron elf 1L'-u tb 3LE OL•Art <Phr-) TAgr,i Ik 1« C � Description By NA L Date 5/31 ( 2 13 V I T y - Z"" R-o o 2 Checked Date ENGINEERING Scale Sheet No. 250 4th Ave.South Suite 200 Project Job No. Edmonds,WA 98020 425.778.8500 www.cgengineering.com �T j Title Block Line 1 Project Title: You can change this area Engineer: Project ID: I using the"Settings"menu items Protect Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:31 MAY 2018,10:37AM Steel`Beam mokeyPointApa menu\_SlmcturaREnginee6nglGravilyDesignfbor&Corridor FraminglEnercalclsmokeypt.ec8 1111 ENERCALC,INC.1983-2016,Bulld:10.18,1.31,Ver.10.18.1.31 KW-06005155 Licensee:CG ENGINEERING Description: 138-2nd floor j CODE REFERENCES _ Calculations per AISC 360-10, IBC 2015,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi r Bending Axis: Major Axis Bending D(273)L(5.07) - -- - D(2.73)L(5.07) - 11 D 0.245 SL{0.455 W 16x31 Z Span= 16.330 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. 1 Beam self weight calculated and added to loading Load(s)for Span Number 1 Point Load: D=2.730, L=5.070 k @ 3.50 ft l Point Load: D=2,730, L=5.070 k @ 11.420 ft Uniform Load: D=0.2450, L=0.4550 k/ft, Tributary Width=1.0 ft I � ` DESIGN SUMMARY s Maximum Bending Stress Ratio = 0.540: 1 Maximum Shear Stress Ratio= 0.182 :1 i I Section used for this span W16x31 Section used for this span W16x31 j ! Ma:Applied 72.740 k-ft Va:Applied 15.951 k Mn/Omega:Allowable 134.731 k-ft Vn/Omega:Allowable 87.450 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 11,155ft Location of maximum on span 0,000 ft t Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.258 In Ratio= 850>=360 Max Upward Transient Deflection 0.258 In Ratio= 850 >=360 Max Downward Total Deflection 0.405 in Ratio= 543 >=180 Max Upward Total Deflection 0.000 In Ratio= 0 <180 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall Ximum 15.951 13,049 Overall MINimum 3.460 2.851 +D+H 5.767 4.752 j +D+L+H 15,951 13,049 +D+Lr+H 5.767 4.752 +D+S+H 5.767 4.752 +D+0.750Lr+0.750L+H 11,411 11,114 I + +D+0.750L+0.750S+H 13.405 10.974 l +D+0.60W+H 5.767 4.752 +D+0.70E+H 5.767 4.752 +D+1,151Lr+0,711L+1,411W+l 13,405 11,174 +D+0.750L+0.750S+0A50W+H 13.405 10.974 +D+0,750L+0.750S+0.5250E+H 13,405 10.974 +0.60D+0.60W+0.60H 3.460 2.851 +0.60D+0.70E+0.60H 3.460 2.851 l D Only 5.767 4.752 Lr Only I•o� o Title Block Line 1 Project Title: You can change this area Engineer Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Pdnled:31 MAY 2018,11:40AM Steed Beam mokey Point ApartmentsLStmcturaAEngineednglGravily DeslgnlFloor&Corridor RaminglEnercalclsmokey pt.ec6 ENERCALC,INC.1963-2018,Bulid:10.18.1.31,Ver.10.18.1.31 KW-06005165 Licensee:CIS ENGINEERING, Description: B10-2nd floor i CODE REFERENCES Calculations per AISC 360-10, IBC 2015,ASCE 7-10 i Load Combination Set : IBC 2015 II Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield; 50.0 ksi I Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(1.54)L(2.86) D(6.23)L(1'D(T)54)L(2.66) D0. 7 LO.36 SO.373 W 18x55 Span=21.830 ft li Applied Loads Service loads entered. Load Factors will be applied for calculations. II Beam self weight calculated and added to loading Load(s)for Span Number 1 Point Load: D=1.540, L=2,860 k @ 4.420 ft Point Load: D=1.540, L=2.860 k @ 11.50 ft - I Uniform Load: D=0,8770, L=0,360, S=0,3730 k/ft, Tributary Width=1.0 It f I Point Load: D=6.230, L=11.570 k @ 9.670 ft DESIGN SUMMARY - - • Maximum Bending Stress Ratio = 0.726: 1 Maximum Shear Stress Ratio= 0.210 : 1 Section used for this span W18x55 Section used for this span W18x55 Ma:Applied 202.777 k-ft Va:Applied 29.609 k Mn/Omega:Allowable 279.441 k-ft Vn/Omega:Allowable 141.180 k r _ Load Combination +D+L+H Load Combination +D+L+H I Location of maximum on span 9.668ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection + . Max Downward Transient Deflection 0.303 in Ratio= 865>=360 Max Upward Transient Deflection 0.303 in Ratio= 865 >=360 Max Downward Total Deflection 0.613 In Ratio= 428>=160 Max Upward Total Deflection 0.000 In Ratio= 0 <180 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overaff MAXimum 29.509 25.464 Overall MINimum 4.071 4.071 +D+H 15.600 14.056 +D+L+H 29.609 25.196 +D+Lr+H 15.600 14.056 +D+S+H 19.671 18.127 T +D+0.750Lr-f0.750L+H 26.106 22.411 +D+0.750L40.750S+H 29,160 25.464 1 +D+0.60W+H 15.600 14,056 +D+0.70E+H 15.600 14.056 �• +D+0.750Lr+0.750L+0.450W+H 26.106 22.411 +D+0.750L+0.750S+0.450W+H 29.160 25.464 +D+0.750L+0.750S+0.5250E+H 21,160 25,414 +0.60D+0,60W+0.60H 9.360 8.433 I 0 j lC p'l0. y'iZ U5� I I lzz� clo SF)' t 3lzz+ '-4 �_..._�..-- I14I j i i I j _. ._..._ _.. _:.._.i.__.—..._.....I — I t i 1 i l _L►,+ I I ( M I. 13 u Ft (13-`7 ` -i to K f 4 '7" ) LA) 10s8 � 3}3:, s31u F11P 19tispip - - I ! x /� LsL 3'/2 x S'/z LS L SEE d EAM 5('qN T/�13 G�:_.-_ _-- - --- ...---• I C � Description By NA L Date (L Checked Date ENGINEERING Scale Sheet No. 250 4th Ave.South Suite 200 project Job No. Edmonds,WA 98020 425.778.8500 www.cgengineering.com S oV-C- `� P : i b 1 COMPANY PROJECT 1 E WoodWorks° 2nd Floor-B12 June B,2D18 1fi:50WI i Design Check Calculation Sheet Wcadwarks Slzer 11.1 Loads: _ L-1 Type Dletribution Fat- Location [ft) Magnitude Unit tern atadt End start End ws Dead Fr V L p Snow Full UDL 33.0 plf I pd Dead Point 3.52 5 a 0 lbs ps 1-ael Snow Point 3.52 500 lba Sf ht Read FUIL IDL ^1f Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in) 7 042' l I l Unfactored: Dead 354 354 Snow 366 366 Factored: Total 121 721 Bearing: Capacity Beam 1575 1575 Support 1211 1211 Des ratio Beam D.46 0.46 support 0.60 0.60 Load comb 62 q2 7 Length 0.50: 0.50' I [4in Leq'd 0.50 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fm sun 625 62s I IMmum loos n0 length st0irp used 1/2'for and wpl40ns B12-2nd floor LSL,LSL,1.55E,3-1/2"xg-1/2" Supports;All-Tlmbar-soft Beam,D.FIr-L No.2 Total length:7.04`Clear span:B.958';volume=1.0 cu.R_ - r Lalerel support:lop=at supports,bollom=at supports; ' ( Analysis vs.Allowable Stress and Deflection using NOS 2016: { L Cklte[Sen Analvits va luo Doai n Valu. Unit MLL sia/Msl n 1 v= 3 EY ps v Fv = 0. B Bending(+) fb= 4a6 P605 psi fb/Fb' 0.19 Live Defl'n 0.02 =<L/999 0.23 = L/360 in 0.09 Total Defl'n o.09 =<L/999 0.35 W240 i4l 4.12 Additional Data: FACTORS: F/E(psl)CD CM Ct CL Cv Cf. Cr C£rt C1 Cft LCII Fv' 310 1.15 1.00 I'00 1.00 2 eb'+ 2325 1.15 1.00 0.974 1.00 1.00 1.00 2 Fcp' 900 - - 1.00 - - - - 1.00 E' 1.6 million _ 1.01 - - - 1.00 - = 2 Eminy' 0.00 million 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: sheer : LC 412 D+S, v max= 719, V design= 669 lbs Bending(+): LC 62 D+S, DI= 2134 lbs-ft Deflection: LC g2 =D+S Ili vet LC a D+S Itotall i D=dead L=live S=snow 14 wind I=impact Lr=roof live L-concentrated E=earthquake A11 LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflactian: EI - 308e06 lb-in2 "Live" deflection = Deflection from all n n-dead loads III-, 11nd, Total Deflectlon= 1.00(Dead Load Deflection) + Live Load Deflection.n Lateral stability(+): Lu=7.00' Le= 13.01' RB= 11.3 Design Notes: 1.Wood Works analysis and design are In accordance with the ICC Intemallonel Bullding Code(IBC 2015).the National Design Speciffulion(NDS 2015),and NOS Design Supplement, 2.Please verify that the default deflection limits are appropriate for your appllcallon. S.SCL-BEAMS(Structural Composite Lumber):the attached SCL selection Is for preliminary design only.For final member design contact your local SCL manufacturer. i4.Size factors vary from one manufacturer to another for SCL matelots.They can be changed In the database editor. i5-FIRE RATING:LVL.PSL and LSL are not rated for fire endurance. !ti I L s Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Pnnbed:14 JUN 2018,11:36AM Steel Beam mokey Point AparimentsLSlructurallEnglneedngnavity DesIgnTWr&Corridor FraminglEnercalclanakey pl.%6 ENERCALC.INC.1983 2018,Build:10.18.1.31,Ver.10,18.1.31 KW-06005156 Licensee:CG ENGINEERING' Description: B13-2nd floor r CODE REFERENCES Calculations per AISC 360-10, IBC 2015,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(1.68)L(3.12) D(0.226 L(0.12) D(0.42)L(0.78) D(0.09s 3)L(O_0 3) D 0.226 1_0.228 W 1 Ox26 j Span= 11.830 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. l Beam self weight NOT internally calculated and added ( Load for Span Number 1 Uniform Load D=0.2260, L=0.2260 k/ft,Extent=1.10 »11,830 ft, Tributary Width=1.0 f. Uniform Load; D=0.0930, L=0.0930 k/ft,Extent=0,0--»1,10 ft, Tributary Width=1,0 ft Point Load: D=1.680, L=3.120 k @ 1.10 ft Point Load: D=0.2260, L=0.120 k @ 3.10 ft Point Load: D=0,420, L=0,780 k @ 8.10 ft DESIGN_SUMMARY Maximum Bending Stress Ratio = 0.170: 1 Maximum Shear Stress Ratio= 0.138 : 1 i Section used for this span W10x26 Section used for this span W10x26 Ma:Applied 13.264 k-ft Va :Applied 7.382 k Mn/Omega:Allowable 78.094 k-ft Vn/Omega:Allowable 53.560 k Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 5,611 ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.046 in Ratio= 3,056>=360 Max Upward Transient Deflection 0.046 in Ratio= 3,056 >=360 r I Max Downward Total Deflection 0.084 In Ratio= 1689>=180 Max Upward Total Deflection 0,000 In Ratio= 0 <180 Overall Maximum Deflections - Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Dell Location in Span +D+L+H 1 0.0840 5.814 0.0000 0.000 _ Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 i Overall MAXImum 7.382 4.019 Overall MINimum 1.812 1.100 +D+H 3.020 1.833 l +D+L+H 7.382 4.019 +D+Lr+H 3.020 1.833 +D+S+H 3.020 1,833 +D+0.750Lr+0.750L+H 6.292 3.472 +D+0.750L+0.750S+H 6.292 3.472 - 0 b`l 1 3 F-r-i - I ' 1 1 j ��E iTEgr-� c^PAN 6A6L 1 I _ it ('J ov e — _ 51 t--1 To L plF I _ i • i W Itj 3 � �i F I M : 11.1 u-Ft l s 7 y ') i._ 5- 6 Vc ?3 7� ! V- roc.) — j X y'/Z 1�L- �_..i a i W,L • 1 : 1 : CMMOIII Description By NA l_ Date (,O/57 _ (.2 Checked Date ENGINEERING Scale Sheet No. 250 4th Ave.South Suite 200 Project Job No. r Edmonds,WA 98020 425.778.8500 I b 23 • I b www.cgengineering.com it COMPANY PROJECT WoodWorks' June 8,2018 10:50 2nd Floor-B19 WI 6 Design Check Calculation Sheet Woodworks Slzer 11.1 Loads: Load Type Distribution Pat- Loca tlon Ift] Nagnitude Unit tern start End End • 2r 0 Pit w12 Live Full UDL 53.0 plf vd2 Deed Partial UDL 4.38 30.67 680.0 680.0 plf vat SpoN Partial UDL 9.38 10.67 357.0 357.0 plf pd Dead Point 4.36 1350 lb. p1 LL ve Point 4.36 1350 lbs ee1C-we1 ht Dead Full UDL 2048 o1f Maximum Reactions(lbs),Bearing Capacities(Ibs)and Bearing Lengths(In) L--- 10.758' p 1067, Unfacto red: Dead 2343 3817 Live 1087 B33 Snow 169 1576 Factored: Total 3660 5625 Bea ring: Capacity Beam 3660 5625 Support 3660 5625 Des ratio Beam 1.00 1.00 support 1.00� 1.00 Load comb 03 113 ' Length O.B9 1.29 Ffin ceq'd O.B9'• 2.29, Cb 1.ec 1.00 Cb min 1.00 1.00 Cis support 1.00 1.00 ( Fc er 625 625 •-Mtn mum hearing length governed by the required width of the supporting member. B19-2nd floor PSL,PSL,2.0E,7"x9-1/2" Supports:All-Timber-soIt Beam,D.Fir-L No 2 Total length:10.76';Clear span:10.58T;volume T 5.0 cull. Lateral support:top=at supports,bottom-at supports; Analysis vs.Allowable Stress and Deflection using NDS 2015: Gr lteclvn Mal s1a Value Deal on V.I.c Unit Mal ale/WaS qr. Shear Ev 3 9 pst Bendi nq l+I fb 15BB Eb' =2957 psi fb/Fb' 0.59 Live Defl'n 0.10 <L/999 0.36= L/360 in 0.29 TC!"l n.Fl!n 0.40= L/33§ 0.53 = L/240 Sn 0.75 Additional Data: FACTORS: F/E(psilCD C14 Ct CL Cv cfu Cr Cfrt Ci Cn LCN Fv' 290 1.15 - 1.00 - - - 1.00 - 1.00 3 Fb'+ 2900 1.00 - 1.00 0.994 1.03 - 1.00 1.00 - - 2 Fcp' 625 - - 1.00 - - - - 1.00 - - - E' 2.0 million 1.00 - - - - 1.00 _ - 3 E3rdny' 1.04 million 1.00 1.00 3 CRITICAL LOAD COMBINATIONS: Shear i LC 03 =D+.751L+S1, V max= 5621, V design = 4009 lb. Bending)+It LC N2 =D+L, 11= 13911 lbs-ft Deflection- LC k3 =D+.75(L+S) (live) LC k3 =D+.75(L+SI (total) D=dead 1=11ve 9=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analyss output Load-mbinations: ASCE 7-10 / IBi 2015 CALCULATIONS: Deflection: EI = 1000e06 lb-in2 "Live"deflection =Deflection from all n n-dead loads Ilive, wind, snow..,) Total Deflection- 1.50(Dead Load Deflectionl +Live Load❑:Election. Lateral stabilityl+): (Dead = 10.,9' Le- 19.75' RB= 6.8 Design Notes: 1.WaodWorks analysis and design are in accordance vdth the ICC International Building Code(IBC 2015),the National Design Specification(NDS 2015).and NDS Design Supplement. 2.Please verify that the default deflection limits are appropriate for your application. 3.SCL-BEAMS(Structural Composite Lumbeo:the attached SCL selection Is for preliminary design only.For final member design contact your local SCL manufacturer. 4.Size factors vary from one manufacturer to another for SCL materiels.They can be changed In the database editor. 4,F(RF RATINr:_1 VI,PSI and I_SI_are not rated for fire endurance. 1 � E • � � N1 13i . �- Ft; 1837e� ' -cc ma c LLI I • I f i' • i i ��• \ r_ I -- �_ I !', l�•`� k + £u.5 .k +_ 0.10 t I I + cj� siC L�IJ E ILe A{G --L Z z u, W P = �.5'(is�roPif--�+ z' lli��Prr— ) rcarr4L� _ I I _ I I - _.. C � Description By NA L Date Checked Date ENGINEERING Scaie Sheet No. 250 4th Ave.South Suite 200 project Job No. Edmonds,WA 98020 1 Q to 425.778.8500 www.cgengineering.com S I"! c7 W—C y PT-' D Z3. 10 rN - I Title Block Line 1 Project Title: You can change this area Engineer: Project ID: / using the"Settings"menu item Project Descr: 1 and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:5 JUN 2018.1:29PNI Stee Be 1111 mokey Point Aparlmentsl StwturaAEngineednglGravlty DesignTloor&Corridor Framing1Ene=11clsmoWy pl.ec6 ENERCALC,INC.1983.2018,Build:10.18.1,31,Vec10.18.1.31 KW�06011)511155 Licensee:CG ENGINEERING Description: B20-2nd floor CODE REFERENCES Calculations perAISC 360-10, IBC 2015,ASCE 7-10 Load Combination Set: IBC 2015 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi f 1 _ Bending Axis: Major Axis Bending D(2.3)L(1.1)S(0.7) c -o W 16x36 Span=22.670 ft Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loadinq Uniform Load: D=1.240, L=0,670 k/ft, Tributary Width=1.0 ft { Point Load: D=2.30, L=1.10, S=0.70 k @ 4.0 ft I DESIGN SUMMARY Maximum Bending Stress Ratio = 0.826: 1 Maximum Shear Stress Ratio= 0.265 : 1 t Section used for this span W16x36 Section used for this span W16x36 Me:Applied 131.905 k-ft Va:Applied 24.858 k Mn/Omega:Allowable 159.681 k-ft Vn/Omega:Allowable 93.810 k i Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span 11.011 ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 li Maximum Deflection Max Downward Transient Deflection 0.326 in Ratio= 834>=360 3 t Max Upward Transient Deflection 0.326 in Ratio= 834>=360 Max Downward Total Deflection 0,950 in Ratio= 286>=180 Max Upward Total Deflection 0,000 in Ratio= 0 <180 fMaximum Forces &Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+H Dsgn.L= 22.67 ft 1 0.543 0.174 86.64 86.64 266.67 159.68 1.00 1.00 16.36 140.72 93.81 +D+L+H Dsgn.L= 22.67 ft 1 0.826 0.265 131.91 131.91 266.67 159.68 1.00 1.00 24.86 140.72 93.81 +D+Lr+H Dsgn.L= 22.67 ft 1 0.543 0.174 86.64 86.64 266.67 159.68 1.00 1.00 16.36 140.72 93.81 l +D+S+H E Dsgn.L= 22.67 ft 1 0.552 0.181 88.08 88.08 266.67 159.68 1.00 1.00 16.93 140,72 93.81 +D+0.750Lr+0.750L+H 1 Dsgn.L= 22.67 ft 1 0.755 0.242 120.59 120.59 266.67 159.68 1.00 1.00 22.73 140.72 93.81 1 _ +D+0.750L+0.750S+H l Dsgn.L= 22,67 ft 1 0,762 0.247 121.67 121.67 266.67 159.68 1.00 1.00 23.17 140.72 93.81 +D+0.60W+H f Dsgn.L= 22.67 ft 1 0.543 0.174 86.64 86.64 266.67 159.68 1.00 1.00 16.36 140.72 93.81 +D+0.70E+H Dsgn.L= 22.67 ft 1 0.543 0.174 86.64 86.64 266.67 159.68 1.00 1.00 16.36 140.72 93.81 +D+0.750Lr+0.750L+0.450W+H 1 Dsgn.L= 22,67 ft 1 0.755 0.242 120.59 120.59 266.67 159.68 1.00 1.00 22.73 140.72 93.81 1 +D+0.750L+0.750S+0.450W+H Dsgn.L= 22.67 ft 1 0,762 0.247 121.67 121.67 266.67 159.68 1.00 1.00 23.17 140.72 93.81 I +-D+0.750L+0.750S+0.5250E+H 0 6 1 - Title Block Line 1 Project Title: You can change this area Engineer Project ID: using the"Settings"menu item Protect Descr: and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:5 JUN 201&1:52PM ( Steel Beam mokey Point ApartmentsLSlructura!IEngineeMglGravily Deslgnflwr&Corridor Framing1EnercaWWnokey plx 6 l ENERCALC,INC.1983-2018,Build:10.18.1.31,Ver.10.18.1.31 KW-06005155 Licensee:CG ENGINEERING Description: B21-2nd floor CODE REFERENCES l Calculations per AISC 360-10, IBC 2015,ASCE 7-10 Load Combination Set: IBC 2D15 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending D(16 4)L( .5)S(0,6) D(1.35)L(1.35) ((( 0.088 L 0.18 D 0.703 L 0.38 S 0.425 r t W 16x26 ISpan=10.630 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load: D=1,7011, L=0,360, S=0,42501,Extenl=0,0--»6,01, Tributary Width=1.0 ft : i Uniform Load: D=0,0880, L=0.160 klft,Extent=6.0- >10.830 ft, Tributary Width=1.0 ft Point Load: D=1.350, L=1.350 k @ 6.0 It Point Load: D=16.40, L=8.50, S=0.60 k @ 1.0 ft ` DESIGN SUMMARY - • Maximum Bending Stress Ratio - 0.292:1 Maximum Shear Stress Ratio= 0.409 : 1 Section used for this span W16x26 Section used for this span W16x26 Me :Applied 32.252 k-ft Va:Applied 28.824 k I Mn/Omega :Allowable 110.279 k-ft Vn/Omega:Allowable 70.509 k I t Load Combination +D+0.750L+0,750S+H Load Combination +D+L+H j Location of maximum on span 3 713ft Location of maximum on.span 0.000 ft r Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 1 Maximum Deflection Max Downward Transient Deflection 0,029 In Ratio= 4,442>=360 Max Upward Transient Deflection 0.029 in Ratio= 4,442 >=360 r Max Downward Total Deflection 0.077 in Ratio= 1683>=180 - 1 Max Upward Total Deflection 0.000 In Ratio= 0 <180 Maximum Forces & Stresses for Load Combinations I Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values 1 Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn.L= 10.83 ft 1 0,184 0.266 20.26 20.26 184.17 110.28 1.00 1.00 18.77 117.75 70.51 +D+L+H �J Dsgn.L= 10.83 it 1 0.290 0.409 31.97 31.97 184.17 110.28 1.00 1.00 28.82 117.75 70.51 +D+Lr+H Dsgn.L= 10.83 ft 1 0.184 0,266 20.26 20.26 184.17 110.28 1.00 1.00 18.77 117.75 70.51 +D+S+H Dsgn.L= 10.83 ft 1 0.222 0.300 24.50 24.50 184.17 110.28 1.00 1.00 21.16 117.75 70.51 +D+0.750Lr+0,750L+H Dsgn.L= 10.83 ft 1 0.263 0,373 29.03 29.03 184.17 110.28 1.00 1.00 26.31 117.75 70.51 +D+0.750L+0,750S+H + Dsgn.L= 10.83 ft 1 0.292 0.399 32,25 32,25 184,17 110,28 1,00 1,00 28.10 117.75 70,51 ! I +D+0.60W+H Il Dsgn.L= 10.83 ft 1 0.184 0.266 20.26 20.26 184.17 110.28 1.00 1.00 18.77 11T75 70.51 l obi 7 _ COMPANY PROJECT I WoodWorks June 8,2010 10:51 2nd Floor-B22 WI fi Design Check Calculation Sheet I Wood Works Slzer 11.1 Loads: Load Type U.-ibution Pat- Location rftl Magnitude Unit IerD ste rt End s[a tt End bead Partta OD p wl Live Partial UDL 0.15 5.fi5 1123.0 1123.0 plf wd2 Dead Partial UDL 5.65 10,65 442.0 442.0 plf w12 Live Partial UDL 5.65 10.65 B21.0 a 1.0 plf pl Live Point 5.65 3221 16s pd Dead Point 5.65 3221 Its Self-welght Daad Full UDL 23.0 Dlf Maximum Reactions(lbs),Bearing Capacities(lbs)and Bearing Lengths(in) 66 r 14 7ee'-- r y td t unfa ctored• Dead 4631 4363 Live 7070 6432 1 Factored: Total 11707 1D79E Bearing: Capacity Beam 11707 10796 Support 12113 11566 Dee ratio Beam 1.00 1.00 Support 0.93 0.93 Load comb 12 42 Length ).57 3.29 t41n req'd ).57 3.29 cb 1.00 1.00 cb min 1.00 1.00 Cb support 1.07 1.07 Fc suD 625 6z@ B22-2nd floor PSL,PSL,2.OE,5-1/4"x14" Supports:All-Timber-soft Beam,D.Flr-L No.2 Total length:10.79%Clear span:10.214';volume=5.5 cu.fl. Lateral support:lop-at supports,bottom-al supports; 4/1l Analysis vs.Allowable Stress and Deflection using Nos 2015: txitocioa al ale Value Dasi n Value Unit Mal tie/Doal n Shear Fv• - psi v rti a i Bending(+) fb 2652 Fb' =2843 psi fb/Fb' a 0.93 LSve Defl'n 0-17 = L/751 0.35 in 0.93 Total Defl'n 0.35= L/364 0.53 L1244 in 0.66 Additional Data: FACTORS: F/Elpsl)CD CM Ct CL CV Cfu Cr Cfrt C1 Cn LCH Fv' 290 1.00 - 1.00 - - 1.00 - 1.00 2 Fb'+ 2900 1.00 - 1.00 0.980 0 96 - 1.00 1.00 - - 2 F. 625 - - 1.00 - - - 1.01 - - - E 2.0 million - 1.00 - - - - 1.00 - - 2 Eminy' 1.04 million - 1.00 - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear i LC 112 = D+L, V max 11707, V design= 9444 lbs Bendingl+): LC 92 = D+L, 11 37903 lbs-ft Deflection: LC H2 D+L (live) LC H2 = D+L Itotal) D=dead L=live S-snow W=wind I=impact Lr=roof live L-concentrated E=earthquake Al1 LC', are listed in the Analysis eutput Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI - 2401e06 lb-in2 "Live.. deflection -Deflection from all n n-dead loads (live, wind, s ow_) Total Deflection- 1.50(Dead Load Deflection) +Live Load Defle cLion.n Lateral stability(+): Lu- 30.50' La-20.63' RE- 11.2 Design Notes: 1.WoedWorks analysis and design are in accordance with the ICC International Building Code(IBC 2015).the National Design Specification(Nos 2015),and NDS Design Supplement. 2.Please verify the[the default deflection limits era appropriate for your appllcalion. 3.SCL-BEAMS(Structural Composite Lumber):the attached SCL selection Is for preliminary design only.For final member design contact your local SCL manufacturer. 4.Size factors vary from one manufacturer to another for SCL materiels.They can be changed In the database editor. 5.FIRE RATING:LI,PSL ead LSL are not rated for fue endurance. >t ) r �2Z I O/?sF — j I I f } +-/ 3b _ I . I {��" to° J , ! i � i i ` 1 _l..___•�—. Tsl - --- • J I I I I zz�- y<) I i i Ft r 3>t - [ z'Llyntj 11jI , � t 2' , ' T � 3 IJ I �— i I —� `f ��— • I i � , f i I � � 71-77 Description By NA L Date (o��\SIT`/ ZN� rL0� 2 Checked Date ENGINEERING scale sheet No. 250 4th Ave.South I Suite 200 project Job No. Edmonds,WA 98020 425.778.8500 1 }{ www.cgengineering•com 5M 0 w- `/ ('T �F>0 13• I p f� F® R T E r MEMBER REPORT Level,FJ1 PASSED 1 piece(s) 9 1/2" THO 110 @ 16" OC Overall Length: 16' 1" f , 0 0 1 0 { All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal. I Design Results Actual @ Location All woo Roult LOF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 656 @ 2 1/2" 1041(2,25") Passed 63%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(Ibs) 641 @ 3 1/2" 1220 Passed(53%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-Ibs) 2536 @ 8'1/2" 2500 Passed(101%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2009 Live Load DeFl.(in) 0.396 @ 8'1/2" 0.392 Passed(L/475) — 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.613 @ 8'1/2" 1 0.783 1 Passed(L/306) 1.0 D+1.0 L(All Spans) Rating 32 Any Passed — — Deflection criteria:LL(L/480)and TL(L/240). Top Edge Bracing(Lu):Top compresslon edge must be braced at 2'11'o/c unless detailed otherwise. Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 15'11"o/c unless detailed otherwlse. A structural analysis of the deck has not been performed. Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge'"Panel(24"Span Rating)that is glued and nailed down. Additional considerations for the TJ-Pro'"Rating include:None Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Floor Total Accessories 1-Stud wall-HF 3.50" 2.25" 1.75" 236 429 665 1 1/1"Rim Board 2-Stud wall-HF 3.50" 2.25" 1.75" 236 429 665 1 1/4"Rim Board ( •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. l Dead Floor Live Loads Location(Side) Spacing (0.90) (1.00) Comments I 1-Uniform(PSF) 0 to 16'1" 16" 22.0 40.0 ResidenLlal-Living Weyerhaeuser Notes (2S)SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurlsdlcdon.The designer or record,builder or framer Is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. I� The product appllcadon,Input design loads,dimensions and support information have been provided by Forte Software Operator I 1 1 Forte Software operator Job Notes 6/8/2018 4:57:39 PM Nick Lungstrom Forte v5.3, Design Engine:V7.0.0.5 CG Engineering Framing.4te y (425)778-8500 1 nickl@cgenginee6ng.com Page 1 of 1 ig F 0 R T E r MEMBER REPORT Level,42(2nd floor) PASSED r 1 piece(s) 9 1/2" TJI@ 110 @ 16" OC IOverall Length:14'9 1116" r. 0 0 rr �� n rr �� 0 0 All locations are measured from the outside face of left support(or left cantilever end),AII dimensions are horizontal. k Design Results Actual @ Location Allowed Result LDF Load:Combination.(Pattern) System:Floor Member Reaction(Ibs) 625 @ 2'4 3/4" 1935(3.50") Passed(32%) 1.00 1.0 D+1.0 L(Adj Spans) Member Type:Joist ( Shear(Ibs) 393 @ 2'6 1/2" 1342 Passed(29%) 1.00 1.0 D+1.0 L(Adj Spans) Building Use:Residential Moment(Ft-Ibs) 941 @ 74 1/2" 2500 Passed(38%) 1.00 1.0 D+1.0 L(Alt SDans) Building Code:IBC 2009 t Live Load Defl.(in) 0,074 @ 7'4 1/2" 0.249 Passed(L/999+) -- 1.0 D+1.0 L(Alt Spans) Design Methodology:ASD Total Load Defl.(In) -0.058 @ 0 0.240 Passed 2L/984 1.0 D+1.0 L(Alt Spans fI TJ-Pro""Rating 57 Any Passed -- Deflection criteria:ILL(11480)and TL(L/240). Overhang deflection criteria:LL(2L/480)and TL(21J240). Top Edge Bracing(Lu):Top compression edge must be braced at 5'2"o/c unless detailed otherwise, Bottom Edge Bracing(Lu):Bottom compression edge must be braced at T 4"o/c unless detailed otherwise. A structural analysis of the deck has not been performed. Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge"Panel(21"Span Rating)that is glued and nalled down. Additional considerations for the T}Pro'"Rating include:None Bearing Length Loads to Supports(Ibs) ` Supports Total Available Required Dead Floor Total Accessories ' 1-Stud wall-SPF 3.50" 3,10" 3,50" 211 109 625 Blocking 2-Stud wall-SPF 3.50" 3.50" 3,50" 216 409 625 Blacking •Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. Dead Floor Live Loads Location(Side) Spacing (0,90) (1.00) Comments 1-Uniform(PSF) 0 to 14'9 1/16" 16" 22.0 40.0 Residential-Living Arpas Weyerhaeuser Notes (d$)SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. l Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation Is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are thlyd-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports, Weyerhaeuser product literature and Installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support Information have been provided by Porte Software Operator I I �t { Forte Software Operator Job Notes 6/8/2018 4:57:21 PM Nick Lungstrom Forte v5.3,Design Engine:V7.0.0.5 CG Engineering FramingAte (425)778-8500 nickl@cgengineedng.com • Page 1 of 1 i f BEARING WALL TABLE IBC 2012, NDS 2012 ` Date modified 10-2-14 ALLOWABLE LOAD (PLF) t 8ft 9ft loft STUD 8"O.C. 12"O.C. 16"O.C. 8" O.C. 12"O.C. 16"O.C. 8"O.C. 12"O.C. 16"O.C. 2x4 HF Stud Grade 3191 2127 1596 2640 1760 1320 2203 1469 1101 I 2x4 HF#2 3704 2469 1852 2991 1994 1496 2458 1639 1229 l 2x4 HF#1 3987 2658 1993 3465 2310 1733 2855 1903 1427 2x4 DF Stud Grade 3620 2413 1810 3014 2010 1507 2525 1683 1263 2x4 DF#2 4474 2983 2237 3635 2424 1818 2999 1999 1499 2x4 DF#1 4808 3205 2404 3901 2601 1950 3215 2143 1607 f 3x4 HF Stud Grade 5318 3546 2659 4401 2934 2200 3672 2448 1836 3x4 HF#2 6113 4075 3056 4986 3324 2493 4097 2732 2049 3x4 HF#1 6113 4075 3056 5775 3850 2888 4758 3172 2379 I 3x4 DF Stud Grade 6033 4022 3016 5024 3349 2512 4209 2806 2104 3x4 DF#2 7457 4971 3728 6059 4039 3030 4998 3332 2499 3x4 DF#1 8013 5342 4007 6501 4334 3251 5358 3572 2679 1 2x6 HF Stud Grade 6265 4177 3132 6265 4179 3132 6265 4177 3132 2x6 HF#2 6265 4177 3132 6265 4177 3132 6265 4177 3132 2x6 HF#1 6265 4177 3132 6265 4177 3132 6265 4177 3132 2x6 DF Stud Grade 8701 5800 4350 8084 5390 4042 7396 4930 3698 l 2x6 DF#2 9668 6445 4634 9668 6445 4834 9668 6445 4834 t 2x6 DF#1 9668 6445 4834 9668 6445 4834 9668 6445 4834 I l I � Notes: 1.This table assumes that the studs are braced by either sheathing or gypsum wall board. 2.Values shown are in pif and represent 100%bearing capacity based on the Dec.2000 report by the American Forest and Paper Association of tests conducted on fire rated wall assemblies. 3.Bold and italicized values are controlled by bottom plate bearing capacity. 4.All DF studs assume a DF bottom plate. 5.All appropriate CF and Cb factors have been included. 6. Engineer should apply the Ci factor to the allowable loads shown when pressure treated studs are necessary. 7.Engineer should consider out of Plane loads where appropriate. l Description By NAL Date 6 l 8 Bearing Wall Capacity Table Checked Date f ENGINEERING Scale Sheet No. I` 250 4th Ave.South pro Project Job No. Suite 20o Smokev Pt I b- ` Edmonds,WA 98020 18023.10 r HF Column & HF Sill Plate Capacity TABLE IBC 2012, NDS 2012 Date modified 10-2-14 f 6 7 8 9 10 11 12 13 14 15 16 ( (2)2x4 HF Stud 5,149 41121 3.,311 2,693 2,224 1,862 1R9 1,355 11175 1;028 906 PsILL 4,784 - - - - - - - - - - (3)2x4 HF Stud 91220 7,723 6,382 5,281 4,406 3,716 3,166, 2,726 2,369 2;076 11834 PS,,, 6,910 6,910 - - - - - - - - - (4)2x4 HF Stud 12,294 10,298 8510 7,041 6,875 4,953 4,221 3,636 3,169 2,769 2,445 PsILL 8,505 8,606 8,505 (2)3x4 HF Stud 10,245 8,581 71091 6,868 4,896 4,128 3,618 3,029 2,632 9,307 2,038 PsILL 7,619 7,619 (3)3x4 HF Stud 15,367 12,872 10,637 8;802 71343 6,191 5,277 4,543 3,948 3,461 3,057 PsILL 10,631 10,631 10,631 1 - - - - - - - - (2)2x6 HF Stud 71951 6,405 5,164 4,210 31481 2,917 2,476 2,125 1,843 1,6.13 1,423 PSILL 7,518 - - - - - - - - - - (3)2x6 HF Stud 16,730 15,297 13,636: 11,927 10,333 81934 7,746 6.,750 5,918 6,221 4,634 PsILL 10,859 10,869 10,859 10,869 - - - - - - - (4)2x6 HF Stud 23,902 22,755 211314 19,614 17,764 15,903 14,146 12,658 11,158 9,942 8,891 { PSILL 13,365 13,365 13,365 13,366 13,365 13,365 13,365 - - - - iJ 4x6 HF#2 14;409 11,327 9,009 71286 5,993 5,006 4,239 3,633 3,147 21761 2,425 PSILL 8,328 8,328 8,328 - - - - - - - - 4x8 HF#2 18,744 14,808 11.809 9,566 7,876 6,583 5,577 4,782 4,142 3,622 3093 PsILL 10,277 10,277 10,277 4x10 HF#2 23,562 18,717 14;972 12;150 10,015 8,377 7;101 6;090 6,277 4,615 4;069 PSILL 13,112 13,112 13,112 - - - - - - - - 6x6 DF#2 19i595 18,889 17995 16,908 15,659 14,315 12,960 11,665 10,475 9.,407 8,463 PSILL 13,087 13,087 13,087 13,087 13,087 13,087 W DF#2 25,830 24,899 23,721 22,288 20,642 18,870 17,083 15,377 133808 12,400 11,156 PSILL 16,149 16,149 16,149 16,149 16,149 16,149 16,149 6x10 DF#2 28,621 27,790 26,739 25,450 23,929 22,224 20,420 18,614 16,885 16,286 13,835 I PSILL 20,604 20,604 1 20,604 1 20,604 1 20,604 20,604 - - - - - t - 1 Description By NAL Date 06/11/18 Wood Column Capacity Table Checked Date ENGINEERING Scale Sheet No. 250 4th Ave South project Smokev Pt Job No. Suite 200 ( p �S 18023.10 L� 1 r Gravity - Column Design Summary Material: DF#2 fHeight: 9'-0" BOLD =Controls ` 1 Column Size Capacity Sill Column Size Capacity Sill Mark 2x4 Wall (kips) (kips) 2x6 Wall (kips) (kips) r C1 (2)2x4 4.0 7.3 (2)2x6 10.7 11 C2 (3)2x4 6.0 10.7 (3)2x6 16.1 16.5 C3 (4)2x4 8.0 13.1 (4)2x6 21.6 20.6 C4 4x6 8.8 12.9 4x6 17.9 13.3 C5 4x8 11.6 15.9 6x6 16.9 20.2 C6 4x10 14.7 20.2 6x8 22.2 24.9 C7 6x10 25.4 31.8 6x10 25.4 31.8 i Material: Engineered Lumber Height: Varies 9' Height % 18' Height % Mark Column Size Material (kips) Stressed (kips) Stressed C8 (3) 1.5 x 5.5 LSL 16.5 100 8 94 C9 5.125 x 6 Glu-Lam 20.6 100 17 98 C10 5.125 x 7.5 Glu-Lam 25.8 100 25.8 100 C11 8 x 8 DF#2 32 97 18 96 Material: Steel Height: Varies 9' Height % 1S' Height % Marls Column Size Shape (kips) Stressed (kips) Stressed 1 C12 5 x 5 x 1/4 HSS 45 96 32.0 98 C13 5 x 5 x 5/16 HSS 55 97 38.0 97 C14 6 x 6 x 5/16 HSS 70 97 56.0 98 C15 6 x 6 x 1/2 HSS 105 99 80.0 97 C16 8 x 8 x 1/2 HSS 150 98 135.0 99.0 C5 (18') 6.4 kips C6(18') 9 kips ., C7(18') 12 kips Description By Nnt Date 6/11/18 �'J Checate ' 111 ENGINEERING Column Summary ked Scale Sheet No. 250 4th Ave South Project Job No. Suite 200 Smokey Pt 18023.10 6 Edmonds, WA 98020 COMPANY PROJECT WoodWorkso SOFEWAREFOR WOOD DESIGN June 8, 2018 16:52 C5 Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End pd Dead Axial (Ecc. = 0.00") 3200 lbs pl Live Axial (Ecc. = 0.00") 3200 lbs Self-weight Dead Axial 129 lbs Lateral Reactions (lbs): 18' 1 o (n a m 0 18' C5 Timber-soft, D.Fir-L, No.2, 6x6 (5-1/2"x5-1/2") Support: Non-wood j Total length: 18.0'; Clear span: 18.0'; volume = 3.8 cu.ft.; Post and timber i Pinned base; Load face= width(b); Ke x Lb: 1.0 x 0.0= 0.0 [ft]; Ke x Ld: 1.0 x 18.0 = 18.0 [ft]; i Analysis vs. Allowable Stress and Deflection using NDS 2015 : Criterion Analysis Value Design Value Unit Analysis/Design Axial fc = 216 Fc' = 228 psi fc/Fc' = 0. 95 Axial Bearing fc = 216 Fc* = 700 psi fc/Fc* = 0.31 Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 700 1.00 1.00 1.00 0.326 1.000 1. 00 1.00 2 Fc* 700 1.00 1.00 1.00 - 1.000 - - 1. 00 1.00 2 CRITICAL LOAD COMBINATIONS: Axial : LC 42 = D+L, P = 1121 lbs D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC' s are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 I Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. I � . i I � I-o�� COMPANY PROJECT ` WoodWorkse SOITWARE FOR WOOD DESIGN June 8, 2018 16:52 C6 ' Design Check Calculation Sheet Woodworks Sizer 11.1 Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End pd Dead Axial (Ecc. = 0.00") 4500 lbs [ pl Live Axial (Ecc. = 0.00") 4500 lbs E Self-weight Dead Axial 176 lbs 1 Lateral Reactions (lbs): �— 18, W io 01 11 18' C6 Timber-soft, D.Fir-L, No.2, 6x8 (5-1/2"x7-1/2") Support: Non-wood Total length: 18.0'; Clear span: 18.0'; volume = 5.2 cu.ft.; Post and timber Pinned base; Load face=width(b); Ke x Lb: 1.0 x 18.0= 18.0 [ft]; Ke x Ld: 1.0 x 0.0 = 0.0 [ft]; Analysis vs. Allowable Stress and Deflection using NDS 2016 : l Criterion Analysis Value Desiqn Value Unit Analysis/Design Axial fc = 222 Fc' = 228 psi fc/Fc' = 0. 97 � I Axial Bearing fc = 222 Fc* = 700 psi fc/Fc* = 0.32 Illl Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 700 1.00 1.00 1.00 0.326 1.000 1.00 1. 00 2 Fc* 700 1.00 1.00 1.00 1.000 1.00 1. 00 2 CRITICAL LOAD COMBINATIONS: I Axial : LC #2 = D+L, P = 9176 lbs I D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. I 4 COMPANY PROJECT WoodWorkso SOFTWARE FOR WOOD DESIGN June 8, 2018 16:52 C7 Design Check Calculation Sheet ( WoodWorks Sizer 11.1 Loads: Load Type Distribution Location [ft] Magnitude Unit Start End Start End pd Dead Axial (Ecc. = 0.00") 6000 lbs pl Live Axial (Ecc. = 0.00") 6000 lbs Self-weight Dead Axial 235 lbs Lateral Reactions (lbs): 18' - o o I a 0' 18' 1 C7 Timber-soft, D.Fir-L, No.2, 5-112"xl0" Support: Non-wood Total length: 18.0'; Clear span: 18';volume=6.9 cu.ft.; Beam and stringer Pinned base; Load face=width(b); Ke x Lb: 1.0 x 18.0= 18.0 [ft]; Ke x Ld: 1.0 x 18.0= 18.0[ft]; f WARNING:this CUSTOM SIZE is not in the database. Refer to online help. Analysis vs. Allowable Stress and Deflection using NDS 2015 : Criterion Analvsis Value Desiqn Value Unit Analysis/Design � i Axial fc = 222 Fc' = 224 psi fc Fc' = 0.99 Axial Bearing fc = 222 Fc* = 600 psi fc/Fc* = 0.37 Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 600 1.00 1.00 1.00 0.373 1.000 - - 1.00 1.00 2 Fc* 600 1.00 1.00 1.00 - 1.000 - - 1.00 1.00 2 i 1 CRITICAL LOAD COMBINATIONS: Axial : LC #2 = D+L, P = 12235 lbs D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake 6 All LC's are listed in the Analysis output @1 Load combinations: ASCE 7-10 / IBC 2015 Design Notes: 1.WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. I � �_J Title Block Line 1 Project Title: You can changes this area Engineer: Project ID: using the"Settings"menu item Project Descr: and then using the"Printing& Title Block"selection, Title Block Line 6 Printed:7 JUL 2017.3:36PM Sfiee I.Column He=R:12015 Projectsl16024 Reserve al KentLStrudurallEngineeringlColumn DesignIftel Column Desigo.ec6 ENERCALC,INC.1983.20%,Sulld:6.16.10.31,Ver:6.16.10.31 KW-06005155 Licensee:CG ENGINEERING Description: HSS 5x5x1/4-9'SINGLE STORY . Code References _ I Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2015 ( General Information Steel Section Name: HSS5x5x1/4 Overall Column Height 9.0 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top& Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns Fy;Steel Yield 45.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=9.0 ft,K=1.0 Y-Y(depth)axis: Unbraced Length forY-Y Axis buckling=9.0 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:140.252lbs"Dead Load Factor I AXIAL LOADS... Axial Load at 9.0 ft,Xecc=2.50 in,D=45.0 k DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.9631 ;1 Maximum SERVICE Load Reactions.. Load Combination +D+H Top along X-X 1.042 k Location of max.above base 8.940 ft Bottom along X-X 1.042 k At maximum location values are... Top along Y-Y 0.0 k Pa:Axial 45.140 k Bottom along Y-Y 0.0 k Pn I Omega:Allowable 94.292 k Ma-x:Applied 0.0 k-ft Maximum SERVICE Load Deflections... _ Mn-x/Omega:Allowable 17.088 k-ft Along Y-Y 0.0 in at O.Oft above base ( Ma-y:Applied -9.312 k-ft for load combination: I Mn-y/Omega:Allowable 17.088 k-ft Along X-X -0.1830 in at 5.255ft above base for load combination:+D+H PASS Maximum Shear Stress Ratio= 0.03215 :1 I Load Combination +D+H lLocation of max.above base 0.0 ft At maximum location values are. Va:Applied 1.042 k f Vn/Omega:Allowable 32,404 k l_. L_ LJ I•D80 r f Title Block Line 1 Project Title: You can changes this area Engineer: Project ID: using the"Settings"menu item Project Descr; and then using the"Printing& Title Block"selection. Title Block Line 6 Pdnled:7 JUL 2017,3:42PM steel Column File=R:12015 Proiecls115024 Reserve at KenILSUucturaftEngineeringIColumn Deslg0teet Column Design,ec6 ENERGALC,INC.1 83-2016,BuI,d.6.16.10.31,Ver.6.16.70.31 1 r.rr Description; HSS 5x5x114-18'TWO STORY r Code References Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Steel Section Name: HSS5x5x1/4 Overall Column Height 18.0 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top& Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns Fy:Steel Yield 45.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=18.0 It,K=1.0 Y Y(depth)axis: Unbraced Length for Y-Y Axis buckling=18.0 ft,K=1.0 fApplied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:280,504 Ibs*Dead Load Factor AXIAL LOADS,.. Axial Load at 18.0 ft,Xecc=2.50 in,D=32.0 k DESIGN SUMMARY Bending &Shear Check Results ( PASS Max.Axial+Bending Stress Ratio = 0.9797 ;1 Maximum SERVICE Load Reactions.. ll Load Combination +D+H Top along X-X 0.3704 k Location of max.above base 17.879 ft Bottom along X-X 0.3704 k At maximum location values are.., Top along Y-Y 0.0 k Pa:Axial 32.281 k Bottom along Y-Y 0.0 k Pn I Omega:Allowable 50.816 k Ma-x:Applied 0.0 k-ft Maximum SERVICE Load Deflections... Mn-x I Omega:Allowable 17.088 k-ft Along Y-Y 0.0 in at O.Ofi above base for load combination Y� PP Ma- Applied -6.622 k-ft Mn-y I Omega:Allowable 17.088 k-ft Along X-X -D.5205 in at 10.510ft above base for load combination:+D+H PASS Maximum Shear Stress Ratio= 0.01143 :1 I Load Combination +D+H II Location of max,above base 0.0 ft At maximum location values are... Va:Applied 0.3704 k Vn I Omega:Allowable 32,404 k I i i II II 1_ i I. 0 Title Block Line 1 Project Title: You can changes this area Engineer; Project ID: using the"Settings"menu item Protect Descr: f and then using the"Printing& I Title Block"selection. Title Block Line 6 Pdnted:7 JUL 2017,3:36PNI I Steel Column File=R:12015 Proects115024 Reserve al Ken6 Slrw1urallEnglnaednglColumn DesignlSleel Column Desi n.ec6 ENERCALC,INC.1983-2016,Buik1:6.16.10.31,Ver:6.16.10.31 KW-06005155 Licensee:CG ENGINEERING Description: HSS 5x5x5/16-9'SINGLE STORY Code References Calculations per AISC 360-10, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2015 General Information Steel Section Name: HSS5x5x5I16 Overall Column Height 9.0 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top&Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns Fy:Steel Yield 45.0 ksl X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=9.0 It,K=1.0 Y-Y(depth)axis Unbraced Length for Y-Y Axis buckling=9.0 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included;171.289lbs'Dead Load Factor r AXIAL LOADS... I Axial Load at 9.0 ft,Xecc=2.50 in,D=55.0 k DESIGN SUMMARY Bending &Shear Check Results ( PASS Max.Axial+Bending Stress Ratio = 0.9733 1 Maximum SERVICE Load Reactions.. I Load Combination +D+H Top along X-X 1.273 k Location of max.above base 8.940 ft Bottom along X-X 1.273 k At maximum location values are.,. Top along Y-Y 0.0 k ( r Pa:Axial 55.171 k Bottom along Y-Y 0.0 k `I Pn I Omega:Allowable 114.589 k Ma-x:Applied 0.0 k-ft Maximum SERVICE Load Deflections... Mn-x/Omega:Allowable 20.569 k-ft Along Y-Y 0.0 in at 0.0ft above base Ma-y:Applied -11.381 k-ft for load combination: Mn-y I Omega:Allowable 20.569 k-ft Along X-X -0.1883 in at 5.255 ft above base for load combination:+D+H PASS Maximum Shear Stress Ratio= 0.03279 :1 Load Combination +D+H Location of max.above base 0.0 ft At maximum location values are... Va:Applied 1.273 k t Vn!Omega:Allowable 38.833 k l � L , L Title Block Line 1 1 Project Title: i You can changes this area En ineer: Project ID; using the"Settings"menu item Pro act Descr; ' and then using the"Printing& Title Block"selection. Title Block Line 6 Printed:7 JUL 2017,3:43PNI Steel Column .Flle=R12015 Projects115024 Reserve al KentLSuucluraREngineeringlColumn DeslgnlSleel Column Design.ec6 t f ENERCALC,INC.1963-2016,Build:6.16.10.31,Ver.6.16.10.31 `I r.0r Description; HSS 5x5x5116-18'TWO STORY Code References Calculations per AISC 360-10, IBC 2012, CBQ 2013, ASCE 7-10 Load Combinations Used : IBC 2015 General Information II Steel Section Name: HSS5x5x5/16 Overall Column Height 18.0 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top& Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns r Fy:Steel Yield 45.0 ksi X-X(width)axis: I E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=18.0 ft,K=1.0 Y Y(depth)axis: Unbraced Length for Y-Y Axis buckling=18.0 ft,K=1.0 Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included:342,577 Ibs*Dead Load Factor AXIAL LOADS... Axial Load at 18.0 ft,Xecc=2.50 in,D=38.0 k I DESIGN SUMMARY Bending &Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.9730 ;1 Maximum SERVICE Load Reactions.. Load Combination +D+H Top along X-X 0.4398 k Location of max.above base 17.879 ft Bottom along X-X 0.4398 k At maximum location values are... Top along Y-Y 0.0 k Pa:Axial 38.343 k Bottom along Y-Y 0.0 k Pn I Omega:Allowable 60.551 k I Ma-x:Applied 0.0 k-ft Maximum SERVICE Load Deflections... _ Mn-x I Omega:Allowable 20.569 k-ft Along Y-Y 0.0 in at O.Oft above base Ma-y:Applied -7.864 k-ft for load combination Mn-y I Omega:Allowable 20.569 k-ft Along X-X -0.5205 in at 10.510ft above base for load combination:+D+H PASS Maximum Shear Stress Ratio= 0.01133 :1 Load Combination +D+H Location of max.above base 0.0 ft At maximum location values are... Va:Applied 0.4398 k fVn I Omega:Allowable 38.833 k 1 t . Ii L__ I I I L I I 1 •0�3 L_ 1VIAT 00nt0A T DL J -'_ . LL Ro F a 3 Psr + S. PSF ' _-L-- LOO;IL az PSF + io Psf Rio Qsr I I A to rSS= Psi I ! 14 QsC I ! rl_e0e- ass rsr— -I 5 P6r- p5r- i 314 1 L1Je !,o np 1 ut��'i ey l ✓_ z La t7.2 5 + 15LL I— nn � SPA>,I 2o'-c, fev— GeaiL--c.H b Iw.S't AGx VvtotvtEtti GOkf;FZC�•-EDITS _ '���1 ��'� -- 11 rnK (A, - 1.;k DL i 1.6 Ll- 0- ICJ 0. C' r , f _I I L-I_. ) Lz �,o z � � °I k Ft uSt { u � ��_�! ,,.�. -Io I LI f V.t !n�� k- --_� V c- Description By Date IY1 5- p�ovrlpr•. t t-hK-) Nest I-� l Checked Date ENGINEERING Scale Sheet No. 250 4th Ave.South Suite 200 project Job f No.Edmonds,WA 98020 5 tti,�k � pc t R� i I 425.778.8500 ! 0$ www.cgengineering.com t� f 1 Gravity-Footing Design Summary Conc.Density= 145 pef l f c= 4000 psi Allowable Bearing Pressure= 2000 psf { Footing Summary Bearing Shear Shear Mark Footing Size P. Bearing Ratio Ratio Ratio (ft) (kips or klf) (psf) (two way) (one way) f 1'-6"x 1'-0"DEEP - FIC xCONTINUOUS 2.78 2000 100.00% - F2 ' -O x 2'-0" x I'-0"DFFP - - 8 2000 100:00% 8.91% 2.28% F2C 2'-0"x 1'-0"DEEP 3.71 2000 100.00% x_ CONTINUOUS F3 3`-0"x 3'-0" 18 2000 100.00% 24:68% 15.94% x 1'-0"1)PEP F3C 3'-0"x 1'-0"DEEP 5.57 2000 100.00% - - ` x CONTINUOILS I F4 4'-0"x 4,-O" 32 2000 100.00% 46.75% 29.61% x 1'-0"DEEP S'-0"x S'-0" FS 50 2000 100.00% 52.41% 31.68% I x 1'--2"DEEP F6 6'-0"xV--0" 72 2000 100.00% 77.00% 42.86% x 1'-2"DEEP F7 7 0' x 7 0' 98 2000 100.00% 78.45% 42.57% x 1'-4"DEEP F8 8'--0"x 8'-0" 128 2000 100.00% 79.60% 42.36% x 1.'-6"DEEP ,/ , „ F9 9-0 x 9-0 162 2000 100.00% 80.54% 42.20% l x 1'-8"DEEP FIO x.10 x 2-0"DEP 200 2000 100.00% 67.22% 36.11% � x '-0EP iF11 11'-0"x 11'-O" 242 2000 100.00% 81.98% 41.97% x 2'-O"DEEP F12 12'-0"x 12'-0" 288 2000 100.00% 82.54% 41.88% I x 2,-2"7)F.F.P l *Notes: 1. Load was assumed to act on a 4"x4" square column 2. Refer to Geotechnical report for allowable bearing capacity AT NoiJ-MAT IFo., �pAjtoN Lacgltbn�s l . Description By NAL Date 6/11/18 ' Footing Design Checked Date ENGINEERING scale Sheet No. 250 4th Ave South Project Job No. + ` Suite 200 Smokey Pt 18023.10 Edmonds, WA 98020 11 IL fr Use menu item Settings>Printing&Title b _ :k Title Smokey Point Page: 1 to set these five lines of information Job#: Dsgnr: Date: 14 JUN 2018 for your program. Description.... CMU Site Wall This Wall in File:r:\ 2018 projects\18023 smokey point apartments\_structural\engineering\retaining RetalnPro(c)1987-2016, Build 11.16.07.15 r License:KW-06058761 Cantilevered Retaining Wall Code: IBC 2012,AC1 318-11,AC1 530-11 License To:CG ENGINEERING Criteria ` Soil Data / Retained Height = 2.00 ft Allow Soil Bearing = 2,500.0 psf / Equivalent Fluid Pressure Method Wall height above soil = 3.50 ft Active Heel Pressure = 35.0 psf/ft / Slope Behind Wall = 0.00 = Height of Soil over Toe = 18.00 in Passive Pressure = 300.0 psf/ft Water height over heel = 0.0 it Soil Density,Heel = 110.00 pcf Soil Density,Toe = 0.00 pcf FootingliSoil Friction = 0.350 r Soil height to ignore for passive pressure = 18.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load f Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 Ibs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 0.00 ft - Load Type = Wind (W) _ Axial Load Applied to Stem Footing Type Line Load pp (Service Level) Base Above/Below Soil Axial Dead Load - 0.0 Ibs Wind on Exposed Stem= 40.0 psf at Back of Wall 0.0 ft Axial Live Load = 0.0 Ibs (Service Level) Poisson's Ratio = 0.300 Axial Load Eccentricity = 0.0 in Design Summary Stem Construction Bottom Stem OK Wall Stability Ratios Design Height Above Ftc ft= 0.00 Overturning = 1.52 OK Wall Material Above"Ht" = Masonry S Sliding = 3.44 OK Design Method ASD I Thickness 8.00 Total Bearing Load = 1,207 Ibs Rebar Size = # 5 ...resultant ecc. = 10.75 in Rebar Spacing = 16.00 i = Rebar Placed at = Center tJ Soil Pressure @ Toe 2,271 psf OK Design Data Soil Pressure @ Heel 0 psf OK fb/FB+fa/Fa = 0.449 Allowable = 2,500 psf Soil Pressure Less Than Allowable Total Force @ SectionService Level Ibs= 210.0 ACI Factored @ Toe 3,180 psf ACI Factored @ Heel 0 psf Strength Level Ibs= Footing Shear @ Toe = 0.0 psi OK Moment....Actual Footing Shear @Heel Service Level ft-#= 571.7 5.1 psi OK _ Allowable 75.0 psi Strength Level ft-#= Sliding Calcs Moment.....Allowable 1,272.4 Lateral Sliding Force 297.5 Ibs less 100%Passive Force= - 600.0 Ibs Service Level psi= 2.3 if less 100%Friction Force = - 422.6 Ibs Strength Level psi= Il Added Force Req'd 0.0 Ibs OK Shear.....Allowable psi= 45.0 ....for 1.5 Stability = 0.0 Ibs OK Anet(Masonry) in2= 91.50 Reber Depth 'd' in= 3.75 Masonry Data l fm psi= 1,500 Fs psi= 20,000 1 Solid Grouting Yes Vertical component of active lateral soil pressure IS Modular Ration' 21.48 considered in the calculation of soil bearing pressures. Wall Weight psf= 78.0 Load Factors Short Term Factor = 1.000 Building Code IBC 2012,AC1 Equiv.Solid Thick. in= 7.60 Dead Load 1.200 Masonry Block Type = Medium Weight Live Load 1.600 Masonry Design Method = ASD Earth, H 1.600 Concrete Data Wind,W 1.600 fc psi= i Seismic, E 1.000 Fy psi= t. . �,D810 Use menu item Settings>Printing&Title E. _K Title Smokey Point Page: 2 to set these five lines of information Job#: Dsgnr: Date: 14 JUN 2018 for your program. Description.... ff CMU Site Wall I' This Wall in File:r:\_2018 projects\18023 smokey point apartments\-structural\engineering\retaining RetainPro(c)1987.2016, Build 11.16.07.15 ( License:KW-06058761 Cantilevered Retaining Wall Code: IBC 2012,AC1318-11,AC1530-11 ILicense To:CG ENGINEERING Footing Dimensions &Strengths L Footing Design Results Toe Width 0.00 ft _ Toe Heel Heel Width 2.50 Factored Pressure 3,180 0 psf Total Footing Width 2.50 Mu': Upward 0 31 ft-# Footing Thickness = 12.00 in Mu':Downward = 0 882 ft-# Mu: Design - 0 851 ft-# r Key Width = 0.00 in Actual 1-Way Shear = 0.00 5.08 psi I Key Depth 0.00 in Allow 1-Way Shear = 0.00 75.00 psi Key Distance from Toe 0.00 ft Toe Reinforcing = None Spec'd _ fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes &Spacings Cover @ Top 2.00 @ Btm: 3.00 in Toe: Not req'd:Mu<phi*5*lambda*sgrt(fc)*Sm Heel: Not req'd: Mu<phi*5*lambda*sgrt(fc)*Sm i Key: No key defined Min footing T&S reinf Area 0.65 in2 Min footing T&S reinf Area per foot 0.26 in2 /it i If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6@ 20.37 in #6@ 40.74 in Summary of Overturning & Resisting Forces & Moments j .....OVERTURNING..... .....RESISTING,.... Force Distance Moment Force Distance Moment i Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure 157.5 1.00 157.5 Soil Over Heel 403.3 1.58 638.6 Surcharge over Heel Sloped Soil Over Hee! Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = K Added Lateral Load = Axial Dead Load on Stem= Load @ Stem Above Soil= 140.0 4.75 665.0 *Axial Live Load on Stem = = Soil Over Toe = Surcharge Over Toe f Total 297.5 O.T.M. 822.5 Stem Weight(s) 429.0 0.33 143.0 Earth @ Stem Transitions= Footing Weighl = 375.0 1.25 468.8 Resisting/Overturning Ratio = 1.52 Key Weight = I Vertical Loads used for Soil Pressure= 1,207.3 Ibs Vert.Component = 2.50 ` Total= 1,207.3 Ibs R.M.= 1,250.4 *Axial live load NOT included in total displayed or used for overturning ! resistance, but is included for soil pressure calculation. l Vertical component of active lateral soil pressure IS considered in the l calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the I calculation of Overturning Resistance. 1 Tilt Horizontal Deflection at Top of Wall due to settlement of soil l (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall(approximate only) 0.139 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. I t � SECTION NO. 2 Smokey Point Apartments 3905 172"'Street NE Arlington, WA 98223 Iy SECTION TITLE: Wood FramiwZ Lateral Design f - SECTION INDEX DESCRIPTION PAGES 1 DesiLyn Load Calculations 2.001 l Shearwall Key Plans _ 2.013 Shearwall & Hold-down Design 2.021 E � i � f l Il - 1 . f. r� I I Seismic Design 2015 IBC ASCE 7-10 Risk Category Type II Table 1604.5 Table 1.5-1 Seismic Importance Factor IE= 1.00 Table 1.5-2 Site Class S.C.= D (Assumed) Section 1613.3.2 Table 20.3-1 I ! _ 0.2s Spectral Response Ss= 1.083 Figure 1613.3.1(1-6) Figure 22-1 J 1.0s Spectral Response 51= 0.422 Figure 1613.3.1(1-6) Figure 22-2 (Source:http://geohazards.usgs.gov/designmaps/us/application.php) Site Coefficient(short period) Fa= 1.067 Table 1613.3.3(1) Table 11.4-1 Site Coefficient(1.0 second) F,= 1.578 Table 1613.3.3(2) Table 11.4-2 SMs=Fa*Ss SMs= 1.155561 Section 1613.3.3 Section 11.4.3 SM1=F *S1 SM1= 0.665916 Section 1613.3.3 Section 11.4.3 SDs=2/3*SMs SDs= 0.770 Section 1613.3.4 Section 11.4.4 SD1=2/3*SMI SD1= 0.444 Section 1613.3.4 Section 11.4.4 Seismic Design Category SDC= D Table 1613.3.3(1-2) Section 11.6 Lateral Resisting System Wood Shear Walls Response Modification Coeff. R= 6.50 Table 12.2-1 j System Overstrength Factor DO= 3.0 Table 12.2-1 1111 Deflection Amplification Factor Cd= 4.0 Table 12.2-1 i i Horizontal Irregularities --- NA Table 12.3-1 Vertical Irregularities --- NA Table 12.3-2 i ( Analysis Procedure ELF Table 12.6-1 I[ Equivalent Lateral Force Design Section 12.8 Structure Type for Period All Other Structural Systems Table 12.8-2 Building Period Coefficient Ct= 0.02 Table 12.8-2 Building Period Coefficient x= 0.75 Table 12.8-2 Building Height h„= 46 Building Period,Ta=Cth„" Ta= 0,353 Section 12.8.2.1 Cs=SDS/(R/IE) Cs= 0.119 Eqn. 12.8-2 Max CS SDI/(T*R/IE) Max Cs= 0.193 Eqn. 12.8-3 Min.Cs=0.044*SDs*IE Min.Cs= 0,034 Eqn.12.8-5 j Min.Cs=0.5*SI/(R/IE),SDC E&F Min.Cs= N.A. Eqn. 12.8-6 Seismic Response Coeff., Cs Cs= 0.119 Section 12.8.1.1 I I � i � Description BY Date BTJ 5/17/2018; Checked Date ENGINEERING Seismic Summary Scale Sheet No. NTS_ Project Job No 250 4th Ave South . � Suite 200 Edmonds,WA 98020 Smokey Point Apartments 18023.10 Z,av1 Seismic Forces -Vertical Distribution r Refer to ASCE 7-10 Section 12.8.3 k= 1_.0 lDiaphragm DL Area wog Story w;.hik wx-hxk Shear Sum ( Level (psf) (ft) (kips) Elev. (h) (k-ft) Ew,•h,k FX FX Roof Framing 28 58186 1629.2 36 58651 0.37 213.8 213.8 4th Framing 32 55718 1783.0 28 49923 0.31 182.0 395.8 I 3rd Framing 32 55718r 1783.0 19 33877 0.21 123.5 519.2 2nd Framing I 32 51500 1648.0 10 j 16480 0.10 60.1 579.3 E= 6843.2 - 158931 1.00 579.3 - Base Shear(ULT) 811.0 kips Base Shear(ASD) 579.3 kips " note that all table forces are ASD r Seismic Forces - Vertical Distribution Includinq Rho I Refer to ASCE 7-10 Section 12,3.4.2 iDiaphragm Rho Shear Sum Level p FX FX E Roof Framing :' W . 213.8 213.8 4th Framing 1.0 182.0 395.8 3rd Framing 1.0 123.5 519.2 2nd Framing_ 1.0 60.1 579.3 I E= 579.3 - at)hra m Forces -Vertical Distribution Refer to ASCE 7-10 Section 12.1 i.1.1 Diaphragm w; E w; F, E F; E F,.wa, F,(Min) F,(Max) FPX Level (kips) (kips) (kips) (kips) E w; USpsiwpx 0.4Spsiwpx Govern _ { Roof Framing 1629.2 1629.2 213.8 213.8 213.8 179.3 358.6 213.8 4th Framing 1783.0 3412.2 182.0 395.8 206.8 196.2 392.4 206.8 3rd Framing 1783.0 5195.2 123.5 519.2 178.2 196.2 392.4 1 196.2 1 _ 2nd Framing 1648.0 6843.2 60.1 579.3 139.5 181.4 362.7 181.4 C Description By Date� ,Seismic&Diaphragm Force Distribution I BTJ 05/17/18 Checked Date ENGINEERING scale `NTS Sheet No. 250 4th Ave.South project Job No, I Suite 200 Smokev Point Apartments Edmonds,WA 98020 18023.10 Z.o o Z f i SMyK,-Y PO.WT APRRTIhf.%M L4 rf-- O d!TX6;A/ t I I soma?44Vr V4W _ - - I , `�t�� ►�� o Zed �g s� � 5a�� +- 5 s� s agos� � � �— I i � 0-0)x 0. J'J 1 x_1n/= ©. ©v�3 3 K L-4 ii gLt7 G 75W -I - — I �PEk To 1 ��ic Foec�s f' S��E�lONEET To rOtGOh/ i Description By 0 J Date Checked Date 6 ENGINEERING 5 �'"�� 'A AA y� S Scale Sheet No. 250 4th Ave.South Suite 200 Project SNdkF y PO.T-Ivr Job No. Edmonds,WA98020 ��J9/` /� 425.778.8500 2 o 0 3 . www.cgengineering.com 5/1712018 r' Design Maps Summary Report ZUSGS Design Maps Summary Report User—Specified Input Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available In 2008) Site Coordinates 48.153330N, 122.17425°W Site Soil Classification Site Class D -"Stiff Soil" Risk Category I/II/III Stanwood.. , ',! , X FREY HILL P OP 1�fm £5 ERVR77DN SU SA1- �-' BAY -,, - Arlington l rnano __ r Warm Beach 1 r)A 1R:WG ON :VVIA!R00P 4 t" - 4 J. RESERZA;ION .Granite Falls 11.Marvsville I USGS—Provided Output S 1.083 S 1.156 S = 0.770 06 r s = 9 Ms = 9 ns — 9 Ss = 0.422 g SMi = 0.666 g Sol = 0.444 g (,5'7$ For Information on how the SS and S1 values above have been calculated from probabilistic(risk-targeted) and deterministic ground motions In the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP"building code reference document, lI L NICEn Response Spectrum Dfttn Response Spectrum W kY.�IJ Mu 0J_S7 , LVcriiml,'l Ism) 11cr6a1,T Ism) Although this information Is a product of the U.S.Geological Survey,we provide no warranty, expressed or implied, as to the I ' accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. Z.noy Lhtitps:/Jearthquake.usgs.gov/cn1ldeslgnmapsJus/summary.php7template=minimal&latitude=48.15332$&longitude=-122.174251&sitedass=3&rlskcategory=0&edition=lbc, Wind Design (ASCE 28.5 Enclosed Simple Diaphragm) 2015 IBC ASCE 7-10 Building Exposure Exp.= B Section 1609.4 Section 26.7.3 Basic Wind Speed V= 110 PerJurisdiction Risk Category Iw= II Table 1.5-1 Top of Roof Height(feet) h= 46 Mean Roof Height(feet) h 43 mean- Building Length(feet) L= 441 Building Width (feet) W= 176 End Zone Width,a(feet) a= 17.2 Figure 28.6-1 ( Roof Angle Angle= 19.0 Design Wind Pressure, Ps30A Ps30A= 26.1 Figure 28.6-1 Design Wind Pressure, PON POO= -7.2 Figure 28.6-1 Design Wind Pressure,Ps30C Ps30c= 17.28 Figure 28.6-1 Design Wind Pressure, Ps30D POW= -4.12 Figure 28.6-1 ` Design Wind Pressure, ps30E Ps30E= -23.1 Figure 28.6-1 Design Wind Pressure, POOF Ps30F= -15.9 Figure 28.6-1 Design Wind Pressure, POOG Ps30G= -16 Figure 28.6-1 Design Wind Pressure 12.06 Figure 28.6-1 g i Ps30H Ps30H= - g Design Wind Pressure, Ps30EOH Ps30EOH= -32.3 Figure 28.6-1 Design Wind Pressure, Ps30GOH Ps3000H= -25.3 Figure 28.6-1 Height/Exposure Adjustment,A Xmaz- 1.11 Topo. Effect Coeff., K, KZ,= 1.00 I ' Vasd -Vult*V0.6 Section 1609.3.1 ULT ASD ps=A*Kzt*ps30 tJ.= *Kzt*0530*0.6 i Ps30A= 28.9 17.4 PON= -8.0 -4.8 Ps30c= 19.1 11.5 Ps30D= -4.6 -2.7 Ps30E= -25.6 -15.4 ps30F= -17.6 -10.6 Ps30G= -17.7 -10.6 PON= -13.4 -8.0 Ps30EOH= -35.8 -21.5 I Ps3DGOH= -28.0 -16.8 1 l� I i � t Desuiption 13 BTJ Date 5 17 2018 cl«�kca u,tc Wind Summary ENGINEERING Scale Sheet No. 250 4th Ave South NTS Project loll No. Suite 200 Edmonds,WA 98020 Smokey Point Apartments 18023.10 Z•oo 5 I caTM 10 Topo North Ameri t ( / _t, ager8ddgO Park J �t1RKf�AVE Arlington The Island s;o Afore!Creellj `_ 208 212TH S 'NE PIONEER HWY E ue 5" -PL*NE ci["' z 200 II ~ 1 ae p + S+NE Arlington \` f4 Muni Lp k< --�=- -- ---- Sat +'4akewood=I- -�� 657 10 eCOm " •1ss1 - to k _ Ln , SISCO 1 - I �LiJ1 m 140THI5T NE jm r Stimson ossln m " �I Ma Si44sv�hr_Receiver tu Ivlilnary - 1A SISCO HOlghls i f++ •F� John Sam Lake �O y Kr lundton z II ' I 132.1 ft rE i 100 ft 5 11 - 97' 50 ft f N f 0 ft 0 mi 2,640 ft 1 mi 1.50 mi 2 mi 2.50 mi 3 mi 3.50 mi 4.00 mi Lin Dist: 4.0 mi Terr Dist: 4.0 mi Elev Gain: -52.9 ft Avg Grade: 0 Climb Elev: 46.9 ft Desc Elev: 99.8 ft Max.Elev: 132,1 ft Min.Elev: 37.9 ft Climb Dist: 1,5 mi Desc Dist: 1.4 mi Data use subject to license. 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'JI x-'Ot4�TrPrv: A 70k pp tM. Description By Date IV Checked Date ENGINEERING Scale Sheet No. 250 4th Ave.South Suite 200 Project Job o.b No. Edmonds,WA 98020 425.778.8500 www.cgengineering.corn IF I_ C )C _ -1 I --t---- Description By r Date i 1 �/IN D N4��S`4 Checked Date ENGINEERING Scale Sheet No. 250 4th Ave.South ' Suite 200 Project L n �1 f Job No. Edmonds,WA 98020 gm(9vt � � /���Q 1 rs r �✓rJ 425.778.8500 'g���1 to 2.o I www.cgengineering.com 1 I ry rot 27P 7 qq J4 It L jJ rr 11 L U." 327x. cv 04 cal, Lv I J 'IT Ix 504 A?-F--A J P5,OF A \_ l' i +M k g Cam' 17 33, r 4,�r SDI Z r t i 9 TN •`~. , el ti M e"1 11.�� I 4 ` _ d•_•e N a�'S I � ' ' .P �'y .4' �i' �lo�..Y,�; � �i� X;Zs r3 y fi' b['j � ,a�' '�'�r' a2 '/' !i. •. l � i a7-Sr7 a J r 77- 3H3d i 7urdf-�` c ry 2 ? Gsa��,fi L. . 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III J/ A 2 14 a, I 5L Air ItW 22 'D ae L4 0 tr, � Q � L Upp•r Floor Shear Wall.-Walla Salo.the Roof Framinn X-Direction Walls Fx(EQ)= 213.6 kip.(Story Shear) [We ory HT= 8 F.fw_Ind1= 10.5 kips(Sfn_ry She-) tl HT= 8 .KV 3.5 Wx= PLF selsmic .= 0,77 Wx= 118.0 PLF wind EO Wlnd EO wed Governing E_O_ Wtnd Wall Well SW TO EQ EQ Wind SW Reduced Grose Oroae .e4,l.sMos alp-D! uLd Iinutr N�iddo.un Line Line Line Mark Length WldYh 2wlh Shaer 4he nr Callmif Hill Length Ilgl18 UoIIH End 11 End I End III End i End 1 End End I End! Lead Load A 1 3.7 26 0.9 259 11 SW6 3.2 2.2 0.1 0.4 0.4 0.4 0.4 1.9 1.9 MST37 MST37 47.0 3.1 2 5.2 1.0 239 11 SW6 4.7 2.1 0.1 0.5 0.5 0.6 0.6 1.6 1.6 MST37 MST37 - 3 4.6 1.0 239 11 SW6 4.0 2,2 0.1 0.4 0.4 0.5 0.5 1.7 1.7 MST37 MST37 - 4 65 1.0 239 11 SW6 5.0 2.1 0,1 0.5 0.5 0.6 0.6 1.6 1.6 MST37 MST37 - 5 5.3 1.0 239 11 SW6 4.8 2.1 0.1 0.5 0.5 0.6 0.6 1.6 1.6 MST37 MST37 6 7.3 - 1.0 239 11 SW6 6.8 2.1 0.1 0.7 0.7 0.8 0.0 1.4 1.4 MST37 MST37 - 7 5.3 - 10 239 11 SW6 1.8 2.1 0.1 0.5 0.5 0.6 0.6 1.6 1.6 MST37 MST37 - 6 4.8 - 1.0 239 11 SW6 4.3 2.1 0.1 0.6 0.5 0.6 0.6 1.7 1,7 MST37 MST37 - 9 34 - 0.9 281 11 SW6 2.9 2.2 0.1 0.3 0.3 0,4 0.4 1.9 1.9 MST37 MST37 - 10 3.7 - 0.9 259 11 SW6 3.2 2.2 0.1 0.4 0.4 0.4. 6.4 1.9 1.9 MST37 MST37 - - 11 5.3 - 1.0 239 11 SW6 4.8 2.1 0.1 0.5 0.5 0.6 0.6 1.6 1.6 MST37 MST37 - 12 4 1.0 239 11 SW6 3.5 2.2 0.1 0.4 0.4 0.6 0.5 1.8 1.6 MST37 MST37 - 13 6.3 - 1.0 239 11 SW6 4.8 2.1 0.1 0.5 0.5 0.6 0.6 1.6 1.6 MST37 MST37 - - 14 3.6 - 0.9 273 11 SW6 3.0 2.2 0.1 0.3 0.3 0.4 0.4 1.9 1.9 MST37 MST37 - 15 3.8 - 1.0 252 11 SW6 3.3 2.2 0.1 0.4 0.4 0.4 0.4 1.8 1.6 MST37 MST37 - - 16 6.3 1.0 239 11 SW6 4.6 2.1 0.1 0.5 0.5 0.6 0.6 1.6 1.6 MST37 MST37 - 17 4 - 1.0 239 11 SW6 15 2.2 0.1 OA 0.4 0.5 0.5 1.8 1.8 MST37 MST37 - 18 5.3 1.0 239 11 SWB 4.8 2.1 0.1 0.5 0.5 0.6 0.6 1.6 1.6 MST37 MST37 - - 19 3.8 - 1.0 252 11 SW6 3.3 2.2 0.1 0.4 0.4 0.4 0.4 1.B 1.6 MST37 MST37 - - 20 3-6 - 09 273 11 SWB 3.0 2.2 0.1 0.3 0.3 0,4 0.4 1.9 1.9 MST37 MST37 21 5.3 - 1.0 239 11 SW6 4,0 2.1 0.1 0.5 0.5 0.6 0.6 1.6 1.6 MST37 MST37 - 22 9.7 10 239 11 SW6 9.2 2.0 0.1 0.9 0.9 1,1 1.1 1.1 1.1 MST37 MST37 - - 23 3.9 - 1.0 245 11 SW6 3.4 2.2 0.1 0.4 0.4 0.5 0.5 1.8 1.8 MST37 MST37 - 24 5 10 239 11 SW6 4.5 2.1 OA 0.5 0.5 0.6 0.6 1.7 1.7 MST37 MST37 - - 25 4 - 1.0 239 11 SW6 3.5 2.2 0.1 0.4 0.4 0.5 0.5 1.8 1.6 MST37 MST37 - - 26 5.3 - 10 239 11 SW6 48 2.1 0.1 0.5 0.5 0,6 0.6 1.6 1.6 MST37 MST37 - - 27 3.5 - 0.9 273 11 SW6 30 2.2 0.1 0.3 0.3 0.4 0.4 1.9 1.9 MST37 MST37 - 28 3,8 - 1.0 252 11 SW6 3.3 2.2 01 0.4 0.4 0.4 0.4 1.8 1.8 MST37 MST37 29 6.3 - 1.0 239 11 SW6 4.8 2.1 0.1 0.5 0.5 0.6 0.6 1.6 1.6 MST37 MST37 - 30 4 1.0 239 11 SW6 3.5 2.2 0.1 0.4 0.4 0.5 0.5 1.8 1.8 MST37 MST37 - 31 5.3 - 1.0 239 11 SW6 4.a 2.1 0.1 0.5 0.5 0.6 0.6 1.6 1.6 MST37 MST37 - _ 32 3.8 1.0 252 11 SW6 3.3 2.2 0.1 0.4 0.4 0.4, 0.4 1.8 1.8 MST37 MST37 33 3.4 09 281 11 SW6 2.9 2.2 0.1 0.3 0.3 0.4 0.4 1.9 1.9 MST37 MST37 34 4.8 1.0 239 11 SW6 4.3 2.1 0.1 0.6 0.5 0.6 0.6 1.7 1.7 MST37 MST37 35 53 1.0 239 11 SW6 4.6 2.1 0.1 0.5 0.6 0.6 0.6 1.6 1.6 MST37 MST37 36 7.3 1.0 239 11 SW6 6.6 2.1 0.1 0.7 0.7 0.8 0.6 1,4 1.4 MST37 MST37 - - �� 37 64 1.0 239 11 SW6 49 2.1 0,1 0.5 0.5 0.6 0.6 1.6 1.6 MST37 MST37 - - 30 55 1.0 23B 11 SW6 5.0 2.1 0.1 0.5 0.5 0.6 0.6 1.6 1.6 MST37 MST37 i 39 4.5 1.0 239 11 SW6 4.0 2.2 0.1 0.4 0.4 0.5 0.5 1.7 1.7 MST37 MST37 1 40 5.2 1.0 239 11 SW6 4.7 2.1 0.1 0.5 0.5 0.6 0.0 1.6 1.6 MST37 MST37 Y 41 3.8 1.0 252 11 SW6 3.3 29 n 1 n 4 0 4 n 4 n4 1 A 1-R MST37 MST37 _ B 1 0 0 00 NA, *DIV101 iinlVlnl -0,5 O'JN7MMlt aGNml (1 fl 00 0n 00 lIMNM #✓HN!' pUplfpN efldpMp 00 00 I r 1 0 0 n0 NA HD1VI01 MON/01 -0 5 e x#n /1DIV/01 0.0 00 O n 00 NkNk ilf o #1"jw ntr0eaa 0 0 0.0 D 1 22.5 39.25 1,0 230 14 SW6 22.0 1.9 0.2 2.1 2.1 2,6 2.6 0.0 0.0 None None 53.5 4.6 2 22,5 1.0 230 14 SW6 22.0 1.9 0.2 2.1 2.1 2.6 2.6 0.0 0.0 None None - - 3 3.7 0.9 249 14 SW6 3.2 2.1 0.2 0.4 0.4 0.4 0.4 1.8 1.8 MST37 MST37 4 6.3 10 230 14 SW6 4.0 2.0 0.2 0.5 0.5 0.6 0.6 1.5 1.5 MST37 MST37 - 5 5.3 - 1.0 230 14 SW6 4.0 2.0 0.2 0.5 0.5 0.6 0.6 1.5 1.5 MST37 MST37 - 6 7.3 1.0 230 14 SW6 16.8 2.0 0.2 0.7 0.7 0.6 0.8 1.3 1.3 MST37 MST37 - 7 5.3. 1.0 230 14 SW6 4.8 2.0 0.2 0.5 0.5 0.6 0.6 1.5 1.5 MST37 MST37 - - 8 4 1.0 230 14 SW6 3.5 2.1 0.2 0.4 0.4 0.5 0.5 1.7 1.7 MST37 MST37 - - 9 5.3 1.0 230 14 SW6 4.8 2.0 0.2 0.5 0.5 0.6 0.6 1.5 1.5 MST37 MST37 - 10 3.8 1.0 242 14 SW6 3.3 2.1 0.2 0.4 OA 0.4 0.4 1.8 1.B MST37 MST37 - 11 22.5 1.0 230 14 SW6 22.0 1.9 0.2 2.1 2.1 2.6 2.6 0.0 0.0 None None - 12 22.6 1.0 230 14 SW6 22.0 1.9 0.2 2.1 2.1 2.6 2.6 0.0 0.0 None None - 13 10 - 0.9 256 14 SW6 3.1 2.1 0.2 0.3 0.3 0.4 0.4 1.6 1,8 MST37 MST37 - - 14 4.0 1.0 230 14 SW6 4.1 2.1 0.2 0.4 OA 0.5 0.5 1.6 1.6 MST37 MST37 - 1 15 6,3 - 1.0 230 14 SW6 4.8 2.0 0.2 0.5 0.5 0.6 0.6 1.5 1,5 MST37 MST37 - 16 7.3 - 1.0 230 14 SW6 6.0 2.0 0.2 0.7 0.7 0.8 0,8 1.3 1.3 MST37 MST37 - - 17 5.3 1.0 230 14 SW6 4.8 2.0 0.2 0.5 0.5 0.6 0.6 1.5 1.5 MST37 MST37 - - 18 52 - 1.0 230 14 SW6 4.8 2.0 0.2 0.5 OS 0.0 0.6 1.5 1.5 MST37 MST37 - - 19 7.3 - 1.0 230 14 SW6 6.8 2.0 0.2 0.7 0.7 0.8 0.8 1.3 1.3 MST37 MST37 - 20 6,3 - 1.0 230 14 SW6 4.8 2.0 0.2 0.5 0.6 0.6 0.6 1.5 1.5 MST37 MST37 - 21 4 1.0 230 14 SW6 3.6 2,1 0.2 0.4 OA 0.5 0.5 1.7 1.7 MST37 MST37 - - 22 6.3 - 1.0 230 14 SW6 4.8 2.0 0.2 0.5 0.5 0.6 0.6 1.5 1.5 MST37 MST37 - 23 3.0 - 10 242 14 SW6 3.3 2.1 0.2 0.4 0.4 0.4 0.4 1.8 1.8 MST37 MST37 24 22.6 - 1.0 230 14 SW6 22.0 1.9 0.2 2.1 2,1 2.6 2.6 0.0 0.0 None None 25 226 10 210 14 SW6 22.0 L9 0.2 2.1 2,1 2.6 2.6 0.0 0.0 None None E 1 26A 26.5 1.0 127 22 SW6 25.9 10 0,3 0.6 05 0.6 0,6 0.5 0.5 MST37 MST37 128 3,1 2 22.3 10 127 22 SW6 21.B 10 03 0.4 0,4 0,5 05 06 0.6 MST37 MST37 - 3 26.3 10 127 22 SW 25.6 1,0 03 0,5 0.5 0.6 06 05 0.5 MST37 MST37 - - 4 26.3 1.0 127 22 SWB 25.8 1.0 0.3 0.5 0.6 0.6 0.6 0.5 0.5 MST37 MST37 F 1 22.5 _39?5 10 220 14 SW6 22.0 1.8 02 2.1 2.1 2,6 2.6 0.0 0.0 None None 53.5 4.6 2 225 - 10 220 14 SW6 22.0 1,8 0.2 2.1 2.1 2.6 2.6 0.0 0.0 None None - 3 3.7 - 09 238 14 SW6 3.2 U 02 0.4 0.4 0,4 04 17 1.7 MST37 MST37 - - 7. f 4 6.3 1.0 220 14 SW6 4.8 1.9 0.2 0.5 0.5 0.8 0.6 1.4 1.4 MST37 MST37 5 4 1.0 220 14 SW6 3.5 2.0 0.2 0.4 0.4 0.5 0.5 1.6 1.6 MST37 MST37 6 3.7 0.9 238 14 SW6 32 2.0 0.2 0.4 0.4 0.4 0.4 1.7 1.7 MST37 MST37 7 3.6 0.9 252 14 SW6 3.0 2.1 0.2 0.3 0.3 0.4 0.4 1.7 1.7 MST37 MST37 8 3.7 - 0.9 238 14 SW6 3.2 2.0 0.2 0.4 0.4 0.4 0.4 1.7 1.7 MST37 MST37 - 9 5.3 1.0 220 14 SW6 4.8 1.9 0.2 0.5 0.5 0.6 0.6 1.4 1.4 MST37 MST37 - 10 4 1.0 220 14 SW6 3.5 2.0 0.2 0.4 0.4 0.5 0.5 1.6 1.6 MST37 MST37 - - 11 5.3' - 1'0 220 14 SW6 4.6 1.9 0.2 0.5 0.5 0.6 0.6 1.4 1.4 MST37 MST37 - 12 3.8 1.0 232 14 SW6 3.3 2.0 0.2 0.4 -0.4 0.4 0.4 1.7 1.7 MST37 MST37 - 13 22,5 - 1.0 220 14 SW6 22.0 1.8 0.2 2.1 .2.1 2.6 2.6 0.0 0.0 None None - 14 22.5- - 1.0 220 14 SW6 22.0 1.8 0.2 2.1 2.1 2.6 2.0 0.0 0.0 None None - 15 3,6 - 0.9 245 14 SW6 &1 2.0 0.2 0.3 0.3 0.4 0.4 1.7 1.7 MST37 MST37 16 4:8 - 1.0 220 14 SW6 4.1 2.0 0.2 0.4 .0.4 0.5 0.5 1.5 1.5 MST37 MST37 - 17 5.7 - 1'0 220 14 SW6 :5.2 1.9 0.2 0.5 0.5 0.7 0.7 1.4 1.4 MST37 MST37 - 18 6.3 1.0 220 14 SW6 4.8 1.9 0.2 0.6 0.5 0.6 0.6 1.4 1.4 MST37 MST37 - 19 4 1'0 220 14 SW6 3.5 2.0 0.2 0.4 0.4 0.5 0.5 1.6 1.6 MST37 MST37 20 53 1.0 220 14 SW6 4.8 1.9 0.2 0.6 :0.5 0.6 0.6 1.4 1.4 MST37 MST37 21 7.3 1.0 220 14 SW6 6.8 1.9 0.2 0.7 0.7 0.8 0.8 1.2 1.2 MST37 MST37 - 22 6.3 1.0 220 14 SW6 4.8 1.9 02 0.5 0.5 0.6 0.0 1.4 1.4 MST37 MS737 23 4 1.0 220 14 SW6 :3.5 2.0 0.2 0.4 0.4 0.5 0.5 1.6 1.6 MST37 MST37 24 5.3 1.0 220 14 SW6 4.8 1.9 02 0.5 0.5 0.6 0.6 1.4 1.4 MST37 MST37 - _ 25 5.7 1.0 220 14 SW6 5.2 1.9 0.2 0.6 0.5 0.7 0.7 1.4 1.4 MST37 MST37 - 26 6.3 - 1.0 220 14 SW6 4.8 1.9 0.2 0.5 0.5 0.6 0.6 1.4 1.4 MST37 MST37 27 3.8 1.0 232 14 SW6 3.3 2.0 0.2 CA 0.4 0.4 0.4 1.7 1.7 MST37 MST37 - 28 22.6 1.0 220 14 SW6 224 1.8 0.2 2.1 2.1 2.6 2A 0.0 0.0 None None E 29 22-6 10 220 14 SW6 22.0 1.6 0.2 2.1 1 2.1 2.6 2.8 1 0.0 0.0 Nuns I Noon - - - C, 1 1 0 0 CO NA IIDIV1n1 JO1v141 -0.5 WNWWI ODIV/01 I 4.4 1 0.0 1 4.4 1 0.4 1 MW I oft 1#000 1##SM9 1 0.0 1 0.0 H 1 0 0 0.0 NA VDIV101 BDIV/01 -0.5 Now BDIVl41 4.0 1 4.0 1 0.0 1 40 ""1#WMI WOM maw 1 0.4 1 0.0 1 1 7.6 26. 1.0 242 11 SW6 7.3 2.1 0.1 0.7 0.7 0.9 0.9 1.3 1.3 MST37 MST37 47.0 3.1 I 2 3,7 0.9 262 11 SW6 3.2 2.2 0.1 0.4 0.4 0.4 0.4 1.9 1.9 MST37 MST37 - 3 3.2 0.8 303 11 SW6 2.7 23 0.1 0.3 0.3 0.4 0.4 2.0 2.0 MST37 MST37 4 4.4 1'0 242 11 SW6 3.0 2,2 0,1 0.4 0.4 0.5 0.5 1.8 1.8 MST37 MST37 5 4.5 1.0 242 11 SW6 4.1 22 01 0.4 0.4 0.5 0.5 1.7 1.7 MST37 MST37 6 7.1 - 1.0 242 11 SW6 0.5 2.1 CA 0.7 0.7 0.8 0.8 1.4 1.4 MST37 MST37 - - 7 U - 1.0 242 11 SW6 4.8 2.1 0,1 0.5 0.5 0.6 0.6 1.6 1.6 MST37 MST37 8 4 - 1.0 242 11 SW6 3.5 22 01 0.4 0.4 0.5 0.5 1.8 1.8 MST37 MST37 - 9 6.3 1'0 242 11 SW6 4.8 2.1 0.1 0.5 0.5 0.6 0.6 1.6 1.6 MST37 MST37 - - 10 3.5 - 09 277 11 SW6 3.0 2.3 01 0.3 0.3 0.4 0.4 1.9 1.9 MST37 MST37 - - 11 3.7 09 262 11 SW6 3.2 2.2 CA 0.4 0.4 0.4 0.4 1.9 1.9 MST37 MST37 - - _ 12 6.3 1.0 242 11 SW6 6.0 2.1 0.1 0.6 0.6 0.7 0.7 1.5 1.5 MST37 MST37 - - 13 4 - 1.0 242 11 SW6 3.6 2.2 0.1 0.4 0.4 0.5 0.5 1.8 1.0 MST37 MST37 I 14 7 1.0 242 11 SW6 6.5 2.1 0.1 0.7 0.7 0.6 0.8 1.4 1.4 MST37 MST37 - 15 3.5 0.9 217 11 SW6 3.0 23 0.1 0.3 0.3 0.4 0.4 1.9 1.9 MST37 MST37 - 16 38 0.9 269 11 SW6 3.1 23 0,1 0.3 0.3 0.4 0.4 1.9 1.9 MST37 MST37 17 5.1 1.0 242 11 SW6 4.6 22 0.1 0.5 0.5 0.6 0.6 1.7 1.7 MST37 MST37 - 18 8.9 - 1'0 242 11 SW6 8.4 2.1 01 0.8 0.8 1.0 1.0 1.2 1.2 MST37 MST37 - - 19 3.0 1.0 255 11 SW6 3.3 2.2 0-1 0.4 0.4 0.4 0.4 1.9 1.9 MST37 MST37 - 20 6.3 - 1.0 242 11 SW6 4.8 2.1 0.1 0.5 0.5 0.6 0.6 1.6 1.6 MST37 MST37 21 9.0 1.0 242 11 SW6 8.3 2.0 01 0.9 0.9 1.1 1.1 1,1 1.1 MST37 MST37 - 22 3.5 - 0.9 277 11 SW6 3.0 2.3 CA 0.3 0.3 0.4 0.4 1.9 1.9 MST37 MST37 - - 23 '4.6 1.0 242 11 SW6 4.0 2.2 CA 0.4 0.4 0.5 0.5 1.8 1.8 MST37 MST37 24 4.4 - 1.0 242 11 SW6 3.9 2.2 0.1 0.4 0.4 0.5 0.5 1.8 1.8 MST37 MST37 - 25 0.7 - 1'0 242 11 SW6 6.2 2.1 0.1 0.6 0.6 0.8 0.8 1.5 1.5 MST37 MST37 26 7 - 1.0 242 11 SW6 6.5 2.1 0.1 0.7 0.7 0.6 0.8 1.4 1.4 MST37 MST37 27 4.7 - 10 242 11 SW6 4.2 22 0.1 0.4 0.4 0.5 0.5 1.7 1.7 MST37 MST37 28 4.7 - 1.0 242 11 SW6 4.2 2.2 0.1 0.4 0.4 0.5 0.5 1.7 1.7 MST37 MST37 - 29 7.1 - 10 242 11 SW6 0.8 21 01 0.7 0.7 0.8 0.8 1.4 1.4 MST37 MST37 30 3.3 - 0.8 294 11 SW6 2.8 2.3 0.1 0.3 0.3 0.4 0.4 2.0 2.0 MST37 MST37 - 31 3.6 0.9 277 11 SW6 3.0 2.3 0.1 0.3 0.3 0.4 0.4 1.9 1.9 MST37 MST37 - 32 5.3 - 1.0 242 11 SW6 4.8 2.1 0.1 0.5 0.5 0.6 0.6 1.6 1.6 MST37 MST37 - - 33 4 1.0 242 11 SW6 3.5 2.2 01 0.4 0.4 0.5 0.5 1A 1.8 MST37 MST37 - 34 53 1.0 242 11 SW6 4.8 2.1 0.1 0.5 0.5 0.6 0.6 1.6 1.6 MST37 MST37 I_ 35 3.5 0.9 277 11 SW6 3.0 23 0.1 0.3 0.3 0.4 0.4 1.9 1.9 MST37 MST37 L 36 3.3 0,8 294 11 SW6 2,8 2.3 01 0.3 0.3 0.4 0.4 2.0 2.0 MST37 MST37 37 7 - 1.0 242 11 SW6 8.6 2.1 0.1 0.7 0.7 0.1 0.8 1.4 1.4 MST37 MST37 38 8.3 10 242 11 SW6 6.8 2.1 0.1 O.fi 0.6 0.7 0.7 1.5 1.5 MST37 MST37 E 157.0 213.8 18.6 I Description By Dale 111 Upper Floor Shear Walls BTJ 05/24/18 Checked Dale + X-Direction ENGINEERING Scale NTS Sheet No. 250 4th Ave.South Project Job No. i Suite 200 Smokey Point Apartments Edmonds,WA 98020 I18023.10 L_ L fUppnr Floor Shaer Wa11n-Wall.Below the Roof Pramina V-DiraClion Walls Fy(EQ)= 213.8 kip.(Story Shear) SInry HT= 8 F iw!.^.d1= 44.0 k!a(Story Shear! Wall HT= 6 _ Max hhv 3.5 r Wy= PLF selemlc Sy= 0.77 I Wv= 100 PLF wind EQ Wind EQ Wind Governing EQ Wind Wall Well SW Trlb EQ EQ Wind SW Reduced Gross Grose .aaawa„ O.6'DL Net Uo118 Hold-down Line Line Line Mark Lenalh Wldlh 2wlh S_hear Shear Callout HD Length Uplift Uollft End 1 End End 1 End End N Ead End I End I Load Load 1 A 12.3 29 1.0 199 25 SW6 11.8 1.7 0.3 12 1.2 1.4 1.4 0.5 0.5 None None 16.7 2.9 B 3.6 - 09 221 25 SW6 3.1 1-9 0.3 0.3 0.3 0.4 0.4 1.5 1.5 MST37 MST37 - 1 D 4.5 1.0 199 25 SW6 4.0 1.8 0.3 0.4 0.4 0.5 0.5 1.4 1.4 MST37 MST37 - - D 4.0 lb 199 25 SW6 4.1 1.8 0.3 0.4 0.4 0.5 0.5 1.4 1.4 MST37 MST37 E 7 1,0 199 25 SW6 6.5 1.7 0.3 0.7 0.7 0.8 0.8 1.1 1.1 MST37 MST37 - �� F 62 1.0 199 25 SW6 4.8 1.8 0.3 0.5 0.5 0.6 0.6 1.3 1.3 MST37 MST37 - G 9.6 1.0 199 25 SW6 9.0 1.7 0.3 0.9 0.9 1.1 1.1 0.8 0.6 MST37 MST37 H 3.7 0.9 215 25 SW6 3.2 1.8 0.3 0.4 0.4 0.4 0.4 1.5 1.5 MST37 MST37 1 5.3 1.0 199 25 SW6 4.8 1.8 03 0.5 0.5 0.6 :0.6 1.3 1.3 MST37 MST37 - d 4 1.0 199 25 SW6 3.5 1.8 0.3 0.4 0.4 0.6 0.5 1.4 1.4 MST37 MST37 - �• K 5.3 1.0 199 25 SW6 4.8 1.8 0.3 0.5 0.5 0.6 0.6 1.3 1.3 MST37 MST37 - L 3.5 0.9 228 25 SW6 3,0 1.9 0.3 0.3 0.3 0.4 0.4 1.5 1.5 MST37 MST37 M 3.4 0.9 234 25 SW6 .2 9 1.9 0,3 0.3 0.3 0.4 0.4 1.5 1.5 MST37 MST37 N 7 1.0 199 2S SW6 6.5 1.7 0.3 0.7 0.7 0.6 0.8 1.1 1.1 MST37 MST37 O 4.7 10 199 25 SW6 42 1.8 0 3 04 0.4 05 0.5 13 1.3 MST37 MST37 ` 2 A D 0 0.0 NA #DIW01 #DIVI01 -05 tuiran# #DIV/01 0.0 n n on n n n ftft fimm ti srawi a#np## n 0 no ` 3 A 0 0 0.0 NA #DIV/01 #DIVI01 -0.5 ###### vniviOl 0.0 0.0 On no ##t i!##r! ###### ###### n n no 4 A 22,5 45.75 1.0 165 23 SW6 22.0 1.3 0.3 2.1 2.1 2.6 2.6 0.0 0.0 None None 23.7 4 6 B 3 - 0.8 220 23 SW6 2.5 1.6 0.3 0.3 0.3 0.3 0.3 1.3 1.3 MST37 MST37 - - c 8.3 - 1.0 165 23 SW6 5.8 1.4 0.3 0.6 0.6 0.7 0.7 0.0 0.8 MST37 MST37 - - ❑ 4.7 1.0 165 23 SW6 41 1.5 0.3 0.4 0.4 0.5 0.5 1.0 1.0 MST37 MST37 - - E 4 - 1.0 165 23 SW6 3.5 1.5 0.3 0.4 0.4 0.5 0,5 1.1 1.1 MST37 MST37 - - F 5.3 - 1.0 165 23 SW6 4.8 1.5 0.3 0.5 0.5 0.6 0.6 1.0 1.0 MST37 MST37 - G 7.3 1.0 165 23 SW6 6.0 1.4 0.3 0.7 0.7 0.8 0.6 0.7 0.7 MST37 MST37 - - H 5.3 1.0 165 23 SW6 4.8 1.5 0.3 0.5 0.5 0.6 0.6 1.0 1.0 MST37 MST37 1 3.4 0.9 194 23 SWS 2.9 1.5 0.3 0.3 0.3 0.4 0.4 1.2 1.2 MST37 MST37 1 4.7 - 1.0 165 23 SW6 42 1.5 0.3 0.4 0.4 0.5 0.5 1.0 1.0 MST37 MST37 - - K 0.2 - 1.0 165 23 SW6 5.7 1A 0.3 0.6 0.6 0.7 0.7 0.8 0.8 MST37 MST37 L 3 0-8 220 23 SW6 2.6 1.6 0.3 0.3 0.3 0.3 0.3 1.3 1.3 MST37 MST37 M 22.3 1.0 165 23 SW6 21.8 1.3 0.3 2.1 2.1 2.6 2.6 0.0 0.0 None None N 23 1.0 165 23 SWB 22.5 1.3 0.3 2.2 2.2 2.7 2.7 0.0 0.0 None None 0 23 1-0 165 21 SWB 225 "'10-122 22 27 29 0.0 On None Nona _ 5 A 23.2 26 1.0 126 21 SW6 22.7 1.0 0.2 0.5 0.5 0,6 0.6 0.6 0.6 MST37 MST37 11.3 2.6 B 22 - 1.0 126 21 SW6 21.5 1.0 0.2 0.4 0.4 0.5 0.5 0.6 0.6 MST37 MST37 ; D 22.5 1.0 126 21 SW6 22.0 1.0 0.2 0.4 0.4 0.5 0.5 0.6 0.6 MST37 MST37 D 22.5 1.D 126 21 SW6 22.0 1.0 02 04 04 05 0.5 0.6 0.6 MST37 MST37 6 A 235 21 1.0 98 16 SW6 23.0 0.8 02 05 0.5 0.6 0.6 0.3 0.3 None None 9.2 21 I B 22.5 1.0 98 16 SW6 22.0 08 02 OA OA OS 0.5 04 04 None None - D 225 1.0 98 16 SW6 22.0 0.8 02 0.4 0.4 0,5 0.5 04 0.4 None None D 255 1.0 09 16 SW6 2F n 0.8 0,2 0,6 0-5 n6 n 6 n a 03 None None - 7 A 22.5 23.6 10 110 18 SW6 220 0,9 02 0.4 0.4 0.5 0.5 0.5 0.5 None None 10.0 2,4 l B 22.5 - 10 110 18 SW6 22.0 0.9 02 0.4 0.4 0.5 0.5 0.5 0.5 None None - - C 22,5 - 10 110 18 SW6 22.0 0.9 02 0-4 0.4 0.5 0.6 0.5 05 None None - D 4 2 10 110 18 SW6 3.7 1.0 02 0.1 0.1 0.1 0.1 0.9 0.9 MST37 MST37 E 15,8 1.0 110 18 SW6 15.1 0.9 0.2 0.3 0.3 0.4 04 0.6 0.6 MST37 MST37 F 4 10 11n 18 SW6 15 to 02 0.1 01 0-1 01 09 0.9 MST37 MST37 1 6 A 27 17.75 i 1 0 106 17 SW6 26 5 09 -02 05 0.5 0.6 06 0.3 03 None None 7.7 1.8 B 22.5 - 1.0 106 17 SW6 22.0 09 0.2 04 0.4 0.5 0.6 0.4 04 None None r•. 23 1-0 106 17 SW6 22.6 n 9 02 n5 0-5 46 O6 O.d n d Nnne Nnne 9 A 22,6 32 1.0 198 26 SW6 22.0 1.6 03 2.1 2.1 2,6 2.6 00 0.0 None None 17.5 3.2 ' I B 4.8 - 1.0 198 26 SW6 4.3 1.8 03 0.5 0.5 0.6 0.6 1 3 1.3 MST37 MST37 - C 47 1.0 198 26 SW6 4.2 1.8 03 04 0.4 0.5 0.5 1.3 1.3 MST37 MST37 D 4.9 1.0 198 26 SW6 4.4 1.8 0.3 0.5 0.5 0.6 0.6 1.3 1.3 MST37 MST37 - E 1.0 198 26 SW6 4.2 1.8 0.3 04 0.4 0.5 0.5 1.3 1.3 MST37 MST37 - - F 45 1.0 19B 26 SW6 4.0 16 03 OA 0.4 0.5 0.5 1.4 1.4 MST37 MST37 - - G 4.7 1.0 198 26 SW6 4.2 1.0 0.3 04 0.4 0.5 0.5 1.3 1.3 MST37 MST37 H 47 1.0 198 26 SW6 4.2 1.8 0.3 0.4 0.4 0.5 05 1.3 1,3 MST37 MST37 - III I 3A 0.9 233 26 SW6 2.9 1.9 0.3 0.3 0.3 0.4 OA 1.5 1.5 MST37 MST37 11 6 10 198 26 SW6 5-91.7 0.3 0.6 0.6 0.7 0.7 12 1,2 MST37 MST37 K 23.8 1-0 196 26 SW6 23.1 1.6 0,3 22 22 2.7 2.7 00 00 Nan. Nan. 1n A 0 0 no NA #DIV/01 #DIV/01 -05 ##d### #DIV/01 0.0 0.0 00 00 ##it# i#!Jb! ##tlJ## naw-w# 00 0.0 11 A 0 0° - 0.0 NA #DIV/01 #DIVI01 -0.5 ###### #DIVI01 0.0 0,0 0.0 0.0 #### #### ###### ###### 00 0.0 B 0 on NA #DIVI01 #01viT -05 ####it# MIMI 0.0 n n 0.0 0.0 {taw mar# ###### k wtw 12 A 26.3 33.75 10 278 36 SW6 25.0 23 04 2.5 2.5 3.0 3.0 00 0.0 Nan. None 184 3.4 B 3.2 0.8 347 36 SW4 2.7 26 05 0.3 03 0.4 0.4 2.3 2.3 MST37 MST37 - D 111 - 1.0 276 36 SW6 57 2.4 0.4 0.6 0.6 0.7 0.7 1.8 18 MST37 MST37 - - D 4.7 - 1.0 278 36 SW6 42 2.5 05 0.4 13 0.5 0,5 2.0 2.0 MST37 MST37 - - E 5 - 1.0 276 36 SW6 4.5 25 0.5 0.5 0.5 0.6 0.6 2.0 2.0 MST37 MST37 - - F 6.2 1.D 278 36 SW6 5.7 24 0.4 0.6 0.6 0.7 0.7 1.8 1.6 MST37 MST37 - Z.oz3 G q:7 10 278 36 SW6 4.2 2.5 05 0.4 0.4 0.5 0.5 2.0 2,0 MST37 MST37 - H -�.7 - 1.0 278 36 SWB 4.2 2.5 05 0.4 0.4 0.5 0.5 2,0 2.0 MST37 MST37 - - 1 -5.2 1.0 278 36 sW6 4.7 2.5 0.5 0.6 0.5 &0 0.6 2.0 2.0 MSr37 MST37 13 A 184 - 19.5 1.0 69 11 SW6 25.0 06 0.1 0,5 0,5 0,6 06 0.0 0.0 None None 8.6 2.0 B 23.6 1.0 69 11 SW6 23.0 0.6 0.1 0.5 0,5 06 0,6 0.1 01 None None - - C 32-3 - 1.0 69 11 SW6 21.8 0.6 0.1 0.4 0.4 0.5 05 01 01 None None D 48.3 - 1.0 69 11 SW6 25.8 0.6 0.1 0.5 0.5 0.6 0.6 0.0 0.0 None None - - F _-28.3 10 89 11 6W6 26.8 O6 01 n5 p5 09 ng nn nn Na•. NQnv- 14 A 225 �23.6 1.0 149 25 SW6 22,0 12 0.3 0.4 OA 0.6 0.5 0 B 0,8 MST37 MST37 10.0 2.4 B 225 1.0 149 25 SW6 22,0 12 0,3 0.4 0.4 0.5 0.5 0.8 0.8 MST37 MST37 - C 22.3 1 14 0 9 25 SW6 21,8 12 n 3 n e OA 05 o s n 9 0.8 MST37 MST37 15 A 20.2 23.5 1.0 110 16 SW6 25.7 09 02 0.6 0.5 0.6 0.6 0.4 OA None None 10.0 2.4 B 22.5 - 1.0 110 18 SW6 22.0 09 02 0.4 0.4 0.5 -O.5 050.5 None None - C 22.3 1.0 110 18 SW6 21.8 09 02 0.4 OA 0.5 0.5 0.5 0.5 None None - D 20.2 1 f1 110 19 SW6 197 n o n 2 OA OA n 5 0.5 0.5 0.5 MST37 MST37 16 A 22,5 3$6 1.0 124 21 SW6 22.0 1.0 0.2 OA OA 0.6 0.5 0.6 0.6 MST37 MST37 10.0 24 B 26 1.0 124 21 SW6 25.5 10 02 0.5 05 0.6 0.6 0.5 0.5 MST37 MST37 - - C 221 1.0 124 21 SW6 21.8 1.0 02 OA OA 0,5 0.5 06 0,6 MST37 MST37 - - D 3.2 - 0.11 155 21 SW6 2.7 12 0.3 0.1 0.1 0.1 0.1 1.1 1.1 MST37 MST37 - F B.B 1.0 124 21 SW6 6.3 1 1 0.2 n t CA n 2 0.2 n 9 OA MST37 MST37 17 A 225 20.76: 1.0 113 19 SW6 22.0 0.9 0.2 OA 0.4 0.5 0.5 0.5 0,5 None None 9.0 2.1 B 22.5 1.0 113 19 SW6 22.0 0.9 0.2 OA OA 0.5 0.5 0.5 0,5 None None - - C 22,3 - 1.0 113 19 SW6 21.8 0.9 02 0.4 0.4 0.5 0.5 0.5 0.5 None None - D 3.2 0.8 141 19 SW6 2.7 1.1 0.2 0.1 0.1 0.1 0.1 1.0 1,0 MST37 MST37 - - E 6.2 - 1.0 113 19 SW6 6.4 1,0 0.2 0.1 0.1 0.1 0.1 0.9 0.9 MST37 MST37 - F -3 0.0 151 19 SW8 2.5 t 1 n 3 n 1 n 1 0.1 n1 1.0 10 MST37 MST37 18 A 22A 25.75 1.0 123 20 SW6 22.0 1.0 0.2 0.4 OA 0.5 0.5 0.6 0.6 MST37 MST37 11.1 2.6 B -225 - 1.0 123 20 SW6 22.0 1.0 0.2 0.4 0.4 0.5 .0.5 0.6 0.6 MST37 MST37 - C 22,3 - 1.0 123 20 SW6 21.8 1'0 02 0.4 0.4 0.5 0.5 0.6 06 MST37 MST37 p 23 t o 123 20 SWfi 22 5 ID 02 0-5 0.15 06 0.6 0.6 OA MST37 MST37 19 A 22Z 4&6 1.0 268 37 SW6 22.0 22 0.4 2.1 2.1 2.6 2.6 0.1 0.1 None None 23.7 4.6 B 12 - 0.8 334 37 SW4 2.7 2.5 05 0.3 0,3 0.4 0.4 2.2 22 MST37 MST37 - C 6.3' - 1.0 260 37 SW6 6.8 23 04 0.6 0.6 0.7 0.7 1.7 1.7 MST37 MST37 - - D 4.7 1.0 268 37 SW6 4.2 24 05 0.4 0.4 0.5 0.5 1.9 1.9 MST37 MST37 - - E 4.3 1.0 268 37 SW6 3.6 24 05 OA 0.4 05 0.5 2.0 2.0 MST37 MST37 F 62 - 1.0 268 37 SW6 6.7 23 OA 0.6 0.6 0.7 0.7 1.7 1.7 MST37 MST37 - G 6 - 1.0 268 37 SW6 4.5 2.4 0.5 0.5 0.5 0.6 0.8 1.9 1.9 MST37 MST37 H 4,7 1.0 268 37 SW6 4.2 2.4 0.5 0.4 0,4 0,5 0.5 1.9 1.9 MST37 MST37 - - I 4;1 7.0 268 37 SW6 3.6 2.4 0.5 0.4 0.4 0.5 0.5 2.0 20 MST37 MST37 - J 6.2 - 1.0 268 37 SW6 4,7 2.4 05 0.5 0.6 0.6 0.6 1.9 19 MST37 MST37 K 22.5 1.0 M 37 SW6 22.0 22 94 2t 2.1 26 29 nt 01 None None 20 A 0 .0. 00 NA NDIVl01 NDIV/01 -0.5 R11M♦'N18 NDIV/01 0.0 0.0 00 0.0 igt11✓+ ##at NOWN Rw#A 0.0 0.0 B 0 On NA #QtV(Ql 9r8VIn1_ -0-5 J~ 00MIQ1 n n 0.0 OD 0.0 11HifN fdraal WOW pl010 21 A 0 0.0 NA 8r11W01 801V1n1 -p5 riD1 m 00 0.0 0(1 00 ;%w wi#mt >MCN✓1FCWOW n 0 0.0 22 A 12.3 28,75 1.0 220 27 SW6 11,8 18 03 12 12 1.4 1.4 0.7 0.7 MST37 MST37 16.7 2.9 8 3.6 0.9 244 27 SW6 3.1 2.0 04 03 0.3 0.4 0.4 1.7 1.7 MST37 MST37 - - C 6.3 1.0 220 27 SW6 4.8 I.9 0.3 05 0.5 0.6 OB 14 14 MST37 MST37 - - 0 4 10 220 27 SW6 3.5 2.0 03 04 04 0.5 0.5 1.6 1.6 MST37 MST37 E 5.3 - 1.0 220 27 SW6 4.8 1.9 0.3 0.5 05 0.6 0.6 14 14 MST37 MST37 - - F 3;7 - 09 23B 27 SW6 3.2 2.0 0.4 0.4 OA 0.4 OA 1.7 1.7 MST37 MST37 - - Q 9.6 - 10 220 27 SW6 9.1 1.9 0.3 09 09 1.1 1.1 0.9 0.9 MST37 MST37 H 3.7 - 0.9 238 27 SW6 32 20 OA 04 0.4 0.4 0,4 1.7 1.7 MST37 MST37 - - 1 5.3 - 1.0 220 27 SW6 40 1.9 0.3 0.5 05 0.6 06 1A 1.4 MST37 MST37 - - 1 4 - 10 220 27 SW6 3.5 2.0 0.3 04 OA 0.5 0.5 1.6 1.6 MST37 MST37 K 6;3 - 1.0 220 27 SW6 4.6 1.9 0.3 0.5 0.5 0.6 0.6 1A 1.4 MST37 MST37 - - L 3.6 - 09 251 27 SW6 3.0 2.1 OA 03 03 0.4 OA 1.7 1.7 MST37 MST37 - M 09 244 27 SW6 3.1 2.0 04 0.3 03 0.4 0.4 1.7 11 MST37 MST37 - - N 8.7 1 0 220 27 SW6 fi? 1 9 0 3 Q fi Q fi Q 8 06 1 3 1 7 MST37 MST37 y 439.6 - 213.0 44.0 Description By Date C Upper Floor Shear Walls BTJ 05/24/18 Checked Dale Y-Direction ENGINEERING Scale NTS Sheet No. 2504th Ave.South Project Job No. Suite 200 Smokev Point Apartments Edmonds,WA 98020 18023.10 Main Floor Shear Walla-Walls 6olow th4 Uooii Floor Fromtna X-Direction Walls Fx(EO)= 1B2.0 kips(Slory Shear) Story HT= 9 x 20.7 kips(Story Sheer) Wall HT= 8 Max htw 3.6 Wx= PLF seismic Soy. 0.77 Wv= 132 PLF wind Lin�Lad EQ Wind ED Wind NetUplllt Governing ED Wlnd Well Wall SW Trlb FrnmEQ Ep Wlnd SW Reduced Groaa Grcea so.tu 8•DL Fram Ahove Natl1oIIB Hold•down Llne Llne L_Ina Mark L_anolh Width ED 2wlh Sheer Shear Calloul HD Length UoilR UollR End I End I End I End l End 11 F^.d I End I End End! End I Load Load A 1 3.7 11.6, 47.0 3.1 0.9 356 17 SW4 32 3.4 0.2 0.4 0.4 0.5 0.5 1.9 1.9 4.9 4.9 MST60 MST60 64.7 4.6 2 -0.2 _ _ _ 1.0 329 17 SW4 4.7 3.3 0.2 0.6 0,6 0.7 ..0.7 1.6 1.6 4.3 4.3 MST60 MST60 - 3 4.5 - - - 1.0 329 17 SW4 4.0 3.3 0.2 .0.5 6.5 0.6 0.6 1.7 1.7 4.5 4.5 MST60 MST60 - 4 b-5 - - 1.0 329 17 SW4 5.0 3.3 0.2 0.6 0.6 0.8 0.8 1,8 1.6 4.2 4.2 MST60 MST60 - 5 5.3 - - - 1.0 329 17 SW4 4.8 3.3 0.2 0.6 0.6 0.7 0.7 1.6 1.6 4.3 4.3 MST60 MST60 - - 6 7-3 - - 1.0 329 17 SW4 6.8 3.2 0.2 0.8 0.8 1.0 1.0 1A 1.4 3.7 3.7 MST48 MST48 - - 7 52 - 1.0 329 17 SW4 4.8 3.3 0.2 0.6 0.6 �0.7 0.7 1.6 1.6 4.3 4.3 MST60 MST60 - 8 41 1.0 329 17 SW4 4.3 3.3 0.2 0.5 0,5 0.7 0.7 1.7 1.7 4.4 4.4 MST60 MST60 - - 9 34 - - 0.9 387 17 SW4 2.9 3.5 0.2 0.4 0.4 0.6 0.6 1.9 1.9 50 5.0 MST60 MST60 - 10 3.7 - 0.9 356 17 SW4 3.2 3.4 0.2 .OA 0.4 0.5 0.5 1.9 1.9 4.9 4.9 MST60 MST60 - - 11 5.3 - 1.0 329 17 SW4 4.8 3.3 0.2 0.6 0.6 0.7 0.7 1.6 1.6 4.3 4.3 MST60 MST60 - - 12 4 1.0 329 17 SW4 3.5 3.4 0.2 0.5 0.5 0.6 0.6 1.8 1.8 4.7 4.7 MSTBO MST60 - - 13 15.3 1.0 329 17 SW4 4.0 3.3 0.2 0.6 0.6 0.7 0.7 1.6 1.6 4.3 4.3 MST60 MST60 - - 14 3.5 0.9 376 17 SW4 3.0 3.5 0.2 0.4 0.4 0.5 0.5 1.9 1.9 5.0 5.0 MST60 MST60 - - 15 38 1.0 346 17 SW4 3.3 3.4 0.2 0.4 OA 0.5 0.5 1.8 1.8 4.8 4.8 MST60 MST60 - - 16 5.3 1.0 329 17 SW4 4.8 3,3 0.2 0,6 0.6 0.7 0.7 1.6 1.6 4.3 4.3 MST60 MST60 - - 17 4 - - 1.0 329 17 SW4 3.5 3.4 0.2 0.5 0,6 0.6 0.6 1.8 1.8 4.7 4.7 MST60 MST60 - - 18 5.3 1.0 329 17 SW4 4.8 3.3 0.2 0.6 0.6 0.7. 0.7 1.6 1.6 4.3 4.3 MST60 MST60 - - 19 3.8 - 1.0 346 17 SW4 3.3 3.4 0.2 0.4 0.4 0.5 0.5 1.0 1.B 4.8 4.6 MST60 MST60 - - 20 3.5 - 0.9 376 17 SW4 3.0 3.5 0.2 0.4 OA 0.5 0.5 1.9 1.9 5.0 5.0 MSTBO MST60 - 21 53 - - 1.0 329 17 SW4 4.8 3.3 02 0.6 0.6 .0.7 .0.T 1.6 1.6 4.3 4.3 MST60 MSTBO - 22 9.7 1.0 329 17 SW4 92 3.1 0.2 1_1 1.1 1.4 1.4. 1.1 1.1 3.1 3.1 MST48 MST48 - 23 3.9 - - 1.0 337 17 SW4 3.4 3.4 0.2 OA OA 0.5 0.5: 1.8 1.8 4.8 4.8 MST60 MST60 - 24 5 - 1.0 329 17 SW4 4.5 3.3 0.2 0.6 0.6 0.7 0.7 1.7 1.7 4.4 4.4 MST60 MSTBO - 25 4 - - 1.0 329 17 SW4 3.5 3.4 0.2 0.5 0.5 0.6 0.6 1.8 1.8 4.7 4.7 MST60 MST60 - 26 -5.3 - - - 1.0 329 17 SW4 4.0 3.3 0.2 0.6 0.6 0.7 0.7 1.6 1.6 4.3 4.3 MST80 MST60 - 27 3.5 - - - 0.9 376 17 SW4 3.0 3.5 0.2 0.4 0.4 0.5 0.5 1.9 1.9 5.0 6.0 MST60 MST60 - - 28 18 - 1.0 346 17 SW4 3.3 3.4 0.2 0.4 0.4 0.5 0.5 1.8 1.6 4.8 4.8 MST60 MST60 - - 29 5.3 - - - 1.0 329 17 SW4 4.8 3.3 0.2 0.6 0.6 0.7 03 1.6 1.6 4.3 4.3 MST60 MST60 - - 30 4 - 1.0 329 17 SW4 35 3.4 0.2 0.5 0.5 0.6 0.6 1.8 1.8 4.7 4.7 MST60 MST60 31 5.3 - 1.0 329 17 SW4 4A 3.3 0.2 0.6 0.6 0.7 0.7 1.6 1.6 4.3 4.3 MST60 MST60 - - 32 -.3.6 - - 1.0 346 17 SW4 3.3 3A 0.2 0.4 0.4 0.5 0.5 1.8 1.8 4.8 4.8 MSTBO MST60 - 33 34 - 0.9 387 17 SW4 2.9 3.5 0.2 0.4 0.4 0.5 0.5 1.9 1.9 5.0 5.0 MST60 MST60 - 34 4.8 - 1.0 329 17 SW4 4.3 3.3 0.2 0.5 0.5 0.7 0.7 1.7 1.7 4.4 4.4 MST60 MST60 - 35 5.3 - - 1.0 329 17 SW4 4.9 3.3 0.2 0.6 0.6 0.7 0.7 1.6 1.6 4.3 4.3 MST60 MST60 - 36 7.3 - - - 1.0 329 17 SW4 6.8 3.2 0.2 0.8 0.8 1.0 1.0 1.4 1.4 3.7 3.7 MST48 MST48 - - 37 6.4 - 1.0 329 17 SW4 4.9 3.3 0.2 O.fi 0.6 0.8 0.8 1-8 1.6 42 4.2 MSTfiO MSTfiO - - 38 6.6' - - 1.0 329 17 SW4 5.0 3.3 0.2 O.B 0.6 O.B 0.0 1,8 1,6 42 4.2 MST60 MST60 - 39 4.5 1.0 329 17 SW4 4.0 3.3 02 0.5 0.5 0.6 O.fi 1.7 1.7 4.5 4.5 MSTfiO MSTfiO - - 40 6.2 - - 1.0 329 17 SW4 4.7 3.3 0.2 0.6 0.6 0.7 0.7 1.6 1.8 4.3 4.3 MST60 MST60 - 41 3.8 1.0 346 17 SW4 3.3 3.4 0.2 0.4 0.4 0.5 Ow 1.8 1.8 4.8 &B MS?60 rdcr8n B 1 12.9 14.6 0.0 0.0 1.0 77 6 SWB 12.4 0.7 0.1 1.6 1.6 1.9 1.9 0.0 0.0 0.0 0.0 None None 22.4 ti? 2 -222 - 1.0 77 5 SW6 21.7 0.7 0.1 2.7 2.7 3.3 3.3 D.0 0.0 0.0 0.0 None None - 3 14,2 - 1.0 77 5 SW6 13.7 0.7 01 1.7 1.7 2.1 2.1 0.0 0.0 0.0 0.0 None None - 4 11.3- - - 10 77 5 SW6 10.0 0.7 0.1 1.4 1.4 1.7 1.7 0.0 0.0 0.0 0.0 None None - 5 7-2 - - - 10 77 5 SW6 6.7 0.7 01 0.9 0.9 1.1 1.1 0.0 0.0 0.0 0.0 None None 6 225. - 1.0 77 5 SW6 22.0 0.7 0.1 2.7 2.7 3.3 3.3 0.0 0.0 0.0 0.0 None None 7 7 - 1.0 77 5 SW6 �0.5 0.7 01 0.8 0.8 1.0 1.0 0.0 0.0 D.0 0.0 None None 8 7.1 - 1.0 77 6 SW6 6.6 0.7 0.1 0.9 0.9 1.0 1.0 0.0 0.0 0.0 0.0 None None - 9 22.5. - to 77 5 SW6 22.0 0.7 0.1 2.7 2.7 3.3 3.3 0.0 0.0 0.0 0.0 None None - 10 7 1.0 77 6 SW6 6.5 07 0.1 0.8 0.8 1.0 1.0 0.0 0.0 0.0 0.0 None None 11 7 - - 1.0 77 5 SW6 6.5 0.7 0.1 0.8 0.8 1.0 1.0 0.0 0.0 0,0 0,0 None None 12 10.9 - - 1.0 77 6 SW6 10.4 0.7 0.1 1.3 1.3 1.6 1.6 0.0 0.0 0.0 0.0 None None - 13 12.9. - 1.0 77 5 SW6 .12.4 0.7 0.1 1.6 .1.6 1.9 1.9 0.0 0.0 0.0 0.0 None None - 14 22.6 - 1.0 77 6 SW6 22.0 0.7 0.1 2.7 2.7 3.3 3.3 0.0 0.0 0.0 0.0 None None 15 1 - 1.0 77 5 SW6 11.0 0.7 0.1 1.4 -1.4 1.7 1.7 0.0 0.0 0.0 0.0 None None - 16 22.5 1.0 77 5 SW6 22.0 0.7 0.1 2.7 2.7 3.3 3.3 0.0 0.0 0.0 0.0 None None - 17 7.6 1.0 77 b SW6 7.1 0.7 0.1 0.9 0.9 1.1 1.1 0.0 0.0 0.0 0.0 None None 18 11.3 1.0 77 5 SW6 10.8 0.7 0.1 1.4 1.4 1.7 1.7 0.0 0.0 0.0 0.0 None None - 19 14.2 - 1-0 77 b SW6 137 0.7 0,1 1.7 1.7 2.1 2.1 0.0 0.0 0.0 0,0 None None - 20 22.2 - 1.0 77 5 SW6 21.7 0.7 OA 2.7 2.7 3.3 3.3 0.0 0.0 0.0 0.0 None Nona 21 12.9 10 77 6 SW6 12.4 07 0.1 1.6 1.6 1.9 1.9 0.0 0.0 0.0 0.0 None None C 1 4 14.6 0.0 0.0 1.0 62 4 SW6 3.5 0-6 0.1 0.5 0.5 0.6 0.6 0.0 0.0 0.2 02 None None 224 1.9 2 23.5 1.0 62 4 SW6 23.0 0.6 0.0 2.8 2.8 3.5 3.5 0.0 0.0 0.0 0.0 None None - - 3 26.5 1.0 62 4 SW6 26.0 0.6 0.0 3.2 32 3.9 3.9 0.0 0.0 0.0 0.0 None None - 4 10.3 1.0 62 4 SW6 9.8 0.6 0.0 1.2 1.2 1.5 1.5 0.0 0.0 0.0 0.0 None None - 6 10.9- - 10 62 4 SW6 10.4 0.6 0.0 1.3 1.3 1.6 1.6 0.0 0.0 0.0 0.0 None None 6 10.9 - 1.0 62 4 SW6 10.4 06 OA 1.3 1.3 1.6 1.6 0.0 0.0 0.0 0.0 None None - - 7 142 - - 1.0 62 4 SW6 13.7 0A 0.0 1.7 1.7 2.1 2.1 0.0 0.0 0.0 0.0 Nona None - 8 22.5 - 1.0 62 4 SW6 22.0 0.6 0.0 2.7 2.7 3.3 3.3 0.0 0.0 0.0 0.0 None None - 9 15.7 10 62 4 SW6 15.2 0.6 0.0 1.9 1.9 2-3 2.3 0.0 0.0 0.0 0.0 None None 10 23S 10 62 4 SW6 23.0 0-6 0.0 28 2.8 35 3.5 0.0 0.0 0.0 0.0 None None - 11 28 - 1.0 62 4 SW6 27.5 06 0.0 3-4 3.4 41 4.1 0.0 0.0 0.0 0.0 None Nona - 12 10.3 10 62 4 SW6 9.8 06 OD 12 1.2 1.5 1.5 00 0.0 0.0 0.0 None None - 13 11.2 - - 1.0 62 4 SW6 10.7 0.6 0.0 1.4 1.4 1.6 1.6 0.0 0.0 0.0 0.0 None None - 14 11,1 - 1.0 fit 4 SW6 10.6 0.6 TO 1.3 1.3 1.6 1.6 0.0 0.0 0.0 0.0 None None - 15 142 1.0 62 4 SW6 13.7 0.6 0.0 1.7 1.7 2.1 2.1 0.0 0.0 0.0 0.0 None None - 7.0Z5 16 11.2 - - - 1.0 62 4 SW6 10.7 0.6 0.0 1.4 1.4 1.6 1.6 0.0 0.0 0.0 0.0 None None - 17 11.2 - - 1.0 62 4 SW6 10.7 0.6 0.0 1.4 1.4 1.6 1.6 0.0 0.0 0.0 0.0 None None - - 18 14.2 - 1.0 62 4 SW6 13.7 0.6 0.0 1.7 1.7 2.1 2.1 0.0 0.0 0.0 0.0 None None - 19 22.6 - 1.0 62 4 SW6 22.0 0.6 O.0 2.7 2.7 3.3 3.3 00 0.0 0.0 0.0 None None 20 9.7 - 1.0 62 4 SW6 9.2 0.6 0.1 1.2 1.2 1.4 1.4 0.0 0,0 0.0 0.0 None None - 21 25.9- 1.0 62 4 SWB 25.4 0.6 0.0 3.1 3.1 3.8 3.8 0.0 0.0 0.0 0.0 Nona None - 22 23.5 1.0 62 4 SWe 23.0 0.6 00 2.8 2.8 3.5 3.5 0.0 0.0 0.0 0.0 None None - - 23 8.2 1.0 62 4 SWS 6.7 0.6 0.1 0.7 0.7 (LO 09 0.0 0.0 0.0 0.0 None None D 1 22.5 24.75 53.5 4.6 1.0 330 24 SW4 22.0 3.0 0.3 2.6 2.6 3.1 3.1 0.0 0.0 0.5 0.5 None None 76.6 7.9 2 22,5 - - - 1.0 330 24 SW4 22A 3.0 0.3 2.6 2.6 3.1 3.1 0.0 0.0 0.5 0.5 None None - - 3 3.7 - 0.9 357 24 SW4 3.2 3.4 0.4 0.4 0.4 0.5 0.5 1.8 1.8 4.8 4.6 MST60 MST60 - 4 52 - - 1.0 330 24 SW4 4.8 3.3 0.3 0.6 .0.6 0.7 0.7 1.5 1.5 4.2 4.2 MST48 MST48 - 5 5,3 - - - 1.0 330 24 SW4 4A 3.3 0.3 0.6 :0.6 0.7 0.7 1.6 1.5 4.2 4.2 MST48 MST48 - 6 7.3 - - 1.0 330 24 SW4 6.8 3.2 0.3 0.0 0.6 1.0 1.0 1.3 1.3 3.6 3.6 MST4B MST48 - 7 5.3 1.0 330 24 SW4 4.8 3.3 0.3 0.6 .0.6 0.7 0.7 1.5 1.5 4.2 4.2 MST48 MST48 - 8 4 - - 1.0 330 24 SW4 3.6 3.4 0.3 0.5 .0.5 0.6 0.6 1.7 1.7 4.7 4.7 MST60 MST60 - - 9 5.3 - - 1.0 330 24 SW4 4.8 3.3 0.3 0.6 0.6 .0.7 0.7 1.5 1.5 4.2 4.2 MST48 MST48 - - 10 3.8 - - 1.0 347 24 SW4 3.3 3.4 0.4 0.4 0.4 0.5 0.5 1.6 1.6 4.7 4.7 MST60 MSTGO - 11 22.5 - - - 1.0 330 24 SW4 22.0 3.0 0.3 2.6 2.6 3.1 3.1 0.0 0.0 0.5 0.5 None None - 12 22.5 - - - 1.0 330 24 SW4 22.0 3.0 0.3 2.6 2.6 3.1 3.1 0.0 0.0 0.5 0.5 None None 13 3.6 - - 0.9 367 24 SW4 3A 3.4 0.4 0.4 0.4 .0.5 0.5 1.6 1.B 4.8 4.8 MST60 MST60 - - 14 4,6 - - 1.0 330 24 SW4 4.1 3.3 0.3 0.5 .0.5 0.6 0.6 1.6 1.6 4.4 4.4 MST60 MST60 - 15 5.3 1.0 330 24 SW4 4.8 3.3 0.3 0.6 0.6 0.7 0.7 1.5 1.5 42 4.2 MST48 MST48 - 16 7.3 1.0 330 24 SW4 6.6 3.2 0.3 0.8 0.8 -1.0 1.0 1.3 1.3 3.6 3.6 MST48 MST48 17 6.3 - - 1.0 330 24 SW4 4.8 3.3 0.3 0.6 0.6 0.7 0.7 1.5 1.5 4.2 4.2 MST48 MST48 - - 18 5.3 - 1.0 330 24 SW4 4.6 3.3 0.3 0.6 0.6 0.7 0.7 1.5 1.5 4.2 4.2 MST48 MST48 - t 19 7.3 - 1.0 330 24 SW4 6.8 3.2 0.3 O,B 0.8 .10 1.0 1.3 1.3 3.6 3.6 MST48 MST48 - - 20 5.3 - 1.0 330 24 SW4 4.0 3.3 0.3 0.6 0.6 0.7 0.7 1.5 1.5 4.2 4.2 MST4B MST48 - 21 4 - 1.0 330 24 SW4 3.6 3.4 0.3 0.5 0.5 0.6 0.6 1.7 1.7 4.7 4.7 MST60 MST60 - 22 5.3 - 1.0 330 24 SW4 4.0 3.3 0.3 O.B 0.6 0.7 0.7 1,6 1.6 4.2 4.2 MST48 M5T48 - - 23 3.8 - 1.0 347 24 SW4 3.3 3.4 0.4 0.4 0.4 0.5 0.5 1.B 1.8 4.7 4.7 MSTfiO MSTfiO - 24 22.b - 1.0 330 24 SW4 22.0 3.0 0.3 2.6 2.6 3.1 3.1 0.0 0.0 0.5 0.5 None None - 1 26 2" 1.0 330 24 SW4 22.0 3.0 0.3 2.6 2.6 3.1 3.1 00 0.0 0.5 0.5 None None E 1 24A 28.5- 12.8 3.1 1.0 234 47 SW6 25.9 2.2 0.6 1.0 1.8 2.2 2.2 0.5 0.5 0.0 0.8 MST37 MST37 23.7 6.6 2 22.3= - - - 1.0 234 47 SW6 21.8 22 0.6 1.5 1.6 1.9 1.9 0.6 0.6 12 1.2 MST37 MST37 - 3 26.3' - 1.0 234 47 SW6 26.8 2.2 0.6 1.8 1.8 2.2 22 0-6 0.5 O.B 0.8 MST37 MST37 - 4 26.3 1.0 234 47 SW6 25.8 2.2 0.6 1.8 1.8 2.2 2.2 0.5 0.5 0.8 0.8 MST37 MST37 F 1 22.5 2415 53.5 4.6 1.0 316 23 SW4 22.0 2.9 0.3 2.6 2.6 3.1 3.1 0.0 D.0 0.3 0.3 None None 76.6 7.9 2 .22.5 - 1.0 316 23 SW4 .22.0 2.9 0.3 2.6 2.0 3.1 3.1 0.0 0.0 0.3 0.3 None None 3 17 - - - 0.9 341 23 SW4 3.2 3.3 0.3 0.4 0.4 0.5 0.6 1.7 1.7 4.6 4.6 MST60 MST60 - 4 6.3 - 1.0 316 23 SW4 4.8 3.1 0.3 0.6 0.6 0.7 0.7 1.4 1.4 4.0 4.0 MST48 MST48 5 4 1.0 316 23 SW4 3.5 3.2 0.3 0.5 0.5 0.6 :OX 1.6 1.6 4.4 4.4 MST60 MST60 - 6 3,7 - 09 341 23 SW4 3.2 3.3 0.3 0.4 0.4 0.5 0.5 1.7 1.7 4.6 4.6 MST60 MST60 - 1 7 3,5 - 0.9 361 23 SW4 3.0 3.3 0.3 0.4 0.4 0.5 0.5 1.7 1.7 4.6 4.6 MST60 MST60 - 8 3.7 0.9 341 23 SW4 3.2 3.3 0.3 0.4 0.4 0.5 0.5 1.7 1.7 4.6 4.6 MST60 MST60 - 9 5.3 1.0 316 23 SW4 4.6 3.1 0.3 0.6 0.6 0.7 0.7 1.4 1.4 4.0 4.D MST48 MST48 - 10 4 1.0 316 23 SW4 3.5 3.2 0.3 0.5 0.5 0.6 0.6 1.6 1.6 4.4 4.4 MST60 MST60 11 5.3 1.0 316 23 SW4 4.8 3.1 0.3 0.6 0.6 0.7 0.7 1.4 1.4 4.0 4.0 MST48 MST48 - i 12 3.8 1.0 332 23 SW4 3.3 3.3 0.3 0.4 0.4 0.5 0.5 1.7 1.7 4.5 4.5 MST60 MST60 13 22.5 - 1.0 316 23 SW4 22.0 2.9 0.3 2.6 2.6 3.1 3.1 0.0 0.0 0.3 0.3 None None - - 14 '22.6. - - 1.0 316 23 SW4 .22,0 2.9 0.3 2.6 2.6 3.1 3.1 0.0 0.0 0.3 0.3 None None - 15 3.6 - 0.9 351 23 SW4 3.1 3.3 0.3 0.4 0.4 0.5 0.5 1.7 1.7 4.6 4.6 MST60 MST60 - - 16 4.6 - - 1.0 316 23 SW4 4.1 32 0.3 0.5 0.5 0.6 0.6 1.5 1.5 4.2 4,2 MST48 MST48 - i 17 6.7 - 1.0 316 23 SW4 5.2 3.1 0.3 0.7 0.7 0.8 0.8 1.4 1.4 3.9 3.9 MST46 MST48 - 18 6.3 - 10 310 23 SW4 4.8 3.1 0.3 0.6 0.6 0.7 0.7 1.4 1.4 4.0 4.0 MST48 MST48 - 19 4 10 316 23 SW4 3.5 3.2 0.3 0.5 0.5 0.6 0.6 1.6 1.6 4.4 4.4 MST60 MST60 20 5.3 - 10 316 23 SW4 4.8 3.1 0.3 0.6 0.6 0.7 0.7 1.4 1.4 4.0 4.0 MST48 MST48 - - 21 7.3 10 316 23 SW4 6.8 3.1 0.3 0.0 0.8 1.0 1.0 1.2 1.2 3.4 3.4 MST48 MST48 22 5.3 - 1.0 316 23 SW4 4.8 3.1 0.3 0.6 0.6 0.7 0.7 1.4 1.4 4.0 4.0 MST48 MST46 i23 4 1.0 316 23 SW4 3.5 3.2 0.3 0.5 0.5 0.6 0.6 1.6 1.6 4.4 4.4 MST60 MST60 - - 24 5.3 - 1,0 316 23 SW4 4.8 3,1 0.3 0.6 0.6 0.7 0.7 1.4 1.4 4.0 4.0 MST48 MST48 25 6.7 - 1.0 316 23 SW4 5.2 3.1 0.3 0.7 0.7 0.0 0.8 1.4 1.4 3.1 3.9 MST48 MST48 - 26 6.3 1.0 316 23 SW4 4.8 3.1 0.3 0.6 0.6 0.7 0.7 1.4 1.4 4.0 4.0 MST48 MST48 27 3.8 10 332 23 SW4 3.3 3.3 0.3 0.4 0.4 0.5 0.5 1.7 1.7 4.5 4.5 MST60 MST60 28 -22.6. 1.0 316 23 SW4 22.0 2.9 0.3 2.6 2.6 3.1 3.1 0.0 0.0 0.3 0.3 None None 29 22.5'- 1.0 316 23 9W4 22.0 2.9 0.3 2.626 3.1 3.1 0.0 00 0_3 0.3 Nona None f G 1 28.4 14.5 0.0 0.0 1.0 75 5 SW6 25.9 0.7 0.1 3.2 3.2 3.9 3.9 0.0 0.0 0.0 0.0 None None 22.4 10 +' 2 25.9 1.0 75 5 SW6 25.4 0.7 0.1 3.1 3.1 3.8 3.8 0.0 0.0 0.0 0.0 None None g 3 Ok 1.0 75 5 SW6 9.1 0.7 0.1 1.2 1.2 1.4 1.4 0.0 0.0 0.0 0.0 None None 4 22.5 - 1.0 75 5 SW6 22.0 0.7 0.1 2.7 2.7 3.3 3.3 0.0 0.0 0.0 0.0 None None - 5 7 1.0 75 5 SW6 6.5 0.7 0.1 0.8 0.8 1.0 1.0 0.0 0.0 0.0 0.0 None None - 6 22.6 1.0 75 5 SW6 22.0 0.7 0.1 2.7 2.7 3.3 3.3 0,0 0.0 0.0 0.0 None None - 1 - 7 7.5 - 1.0 75 5 SW6 7.0 0.7 0.1 0.9 0.9 1.1 1.1 0.0 0.0 0.0 0.0 None None 8 30.3 - 1.0 75 5 SW6 29.8 0.7 0.1 3.7 3.7 4.5 4.5 0.0 0.0 0.0 0.0 None None 9 -12.6 - - 1.0 75 5 SW6 12.0 0.7 0.1 1.5 1.6 1.8 1.6 0.0 0.0 0.0 0.0 None None - 10 -4.5 - - - 1.0 75 6 SW6 4.0 0.8 0.1 0.5 0.5 0.7 0.7 0.0 0.0 0.2 0.2 None None - 11 20.7 1.0 75 5 SW6 20.2 0.7 0.1 2.5 2.5 3.0 3.0 0.0 0.0 0.0 0.0 None None 12 17.5 1.0 75 5 SWB 17.0 0.7 0.1 2.1 2.1 2,6 2.6 0.0 0.0 0.0 0.0 None None 13 16.7 1.0 75 5 SW6 16.2 0.7 0.1 2.0 2.0 2.5 2.5 0.0 0.0 0.0 0.0 None None 14 22.6 10 75 5 SW6 22.0 0.7 01 2.7 2.7 3.3 3.3 0.0 0.0 0.0 0.0 None None 15 10.3 - - - 1.0 75 5 SW6 17.8 0.7 0.1 2.2 2.2 2.7 2.7 0.0 0.0 0.0 0.0 None None - 16 9.5 - 1.0 75 5 SW6 9,0 0.7 0.1 1.1 1.1 1.4 1.4 0.0 0.0 0.0 0.0 Nona None - 17 236 - - L0 75 5 SW6 23.0 0.7 0.1 2.8 2.e 3.5 3.b 0.0 0.0 0.0 00 None None - f1 H 1 16.5 141 0.0 00 1.0 77 5 SW6 1 6.0 0.7 0.1 2.0 2.0 2.4 2.4 0.0 0.0 0.0 0.0 None None 22.4 1.9 2 18.2 - - - 1.0 77 5 SW6 17.7 0.7 0.1 2.2 2.227 2.7 0.0 0.0 0.0 0.0 None None - - 3 22.6 - 1.0 77 5 SW6 22.0 0.7 0,1 2.7 27 3.3 3,3 0,0 0.0 00 0.0 None None - I4 151 - - 1.0 77 5 SW6 13.2 0.7 0.1 1.7 1.7 2.0 2,0 0.0 0.0 00 0.0 None None --1 5 13.1 - - 1.0 77 5 SW6 13.2 0.7 0.1 1.7 1.7 2,0 2.0 0.0 0.0 0.0 0.0 None None - 6 27.6 - - - 1.0 77 5 SW6 27.0 0.7 0.1 3.3 3.3 4.0 4.0 0.0 0.0 0.0 0.0 Nona None - 7 7.5 - - 1.0 77 5 SW6 7.0 0.7 0.1 0.9 0.9 1.1 .1.1 0.0 0.0 0.0 0.0 None None - - 8 1&0 - 1.0 77 5 SW6 15.1 0.7 0.1 1.9 1.9 2.3 2.3 0.0 0.0 0.0 0.0 None None - - 9 8.5 - - 1.0 77 5 SW6 8.0 0.7 0.1 1.0 1.0 1.2 1.2 0.0 0.0 0.0 0.0 None None - - 10 5 - - 1.0 77 5 SW6 4.5 0.8 0.1 0.6 0.6 0.7 0.7 0.0 0.0 0.2 0.2 None None - 11 11.6 - - 1.0 77 5 SW6 11.0 0.7 0.1 1.4 1.4 1.7 1.7 0.0 0.0 0.0 0.0 None None - 12 11.3. - - 1.0 77 5 SW6 10.6 03 0.1 1.4 1.4 1.7 1.7 0.0 0.0 0.0 0.0 None None - - 13 27.7 - - 1.0 77 5 SW6 27.2 0.7 0.1 3.3 3.3 4.1 4.1 0.0 0.0 0.0 0.0 None None - - 14 27.7 1.0 77 5 SW6 27.2 0.7 0.1 3.3 3.3 4.1 4.1 0.0 0.0 0.0 0.0 None None - - 15 7 - 1.0 77 5 SW6 6.5 0.7 0.1 0.6 0.8 1.0 1.0 0.0 0.0 0.0 0.0 None None - 16 22.6 1.0 77 5 SW6 22.0 0.7 0.1 2.7 2.7 3.3 3.3 0.0 0.0 0.0 0.0 None None - - 17 7 - - 1.0 77 5 SW6 6.5 0.7 0.1 0.8 0.0 1.0 1.0 0.0 0.0 0.0 0.0 None None - - 10 1 27.2 1.0 1 77 1 5 swe 1 20.7 1 0.7 0.1 1 3.3 1 13 4.0 1 4.0 1 0.0 1 0.0 0.0 1 0.0 1 None I None 1 1 7.8 11,5,: 47.0 3.1 1.0 341 17 SW4 7.3 3.3 0.2 0.9 0.9 1.1 1.1 1.3 1.3 3.7 3.7 MST46 MST46 64.7 4.6 2 3.7 - - - 0.9 368 17 SW4 32 3.5 0.3 0.4 0.4 0.5 0.5 1.9 1.9 5.0 5.0 MST80 MST60 - - 3 3.2 - - 0.8 426 17 SW4 2.7 3.6 0.3 0.4 0.4 0.4 0.4 2.0 2.0 5.3 5.3 MST60 MST60 - 4 4.4 _ 1.0 341 17 SW4 3.9 3.5 0.2 0.5 0.5 0.6 .0.6 1.8 1.8 4.7 4.7 MST60 MST60 - 5 4.6 - - - 1.0 341 17 SW4 4.1 3.4 0.2 0.5 0.5 0.6 .0.6 1.7 1.7 4.7 4.7 MST601 MST60 - - 6 7.1 - 1.0 341 17 SW4 5.6 3.3 0.2 0.8 0.8 1.0 1.0 1.4 1.4 3.9 3.9 MST48 MST48 - 7 6.3 - - 1.0 341 17 SW4 4.8 3.4 0.2 0.6 0.6 0.7 0.7 1.6 1.6 4.4 4.4 MST60 MST60 - 8 4 - 1.0 341 17 SW4 3,6 3.5 0.2 0.5 0.5 0.6 0.6 1.8 1.8 4.9 4.9 MST60 MST60 - - i 9 53 - 1.0 341 17 SW4 4.6 3.4 0.2 0.6 0.6 0.7 0.7 1.6 1.6 4.4 4.4 MST60 MST60 - - 10 3.5 - - 0.9 390 17 SW4 &0 3.6 0.3 0.4 0.4 0.5 0.5 1.0 1.9 5.1 5.1 MST60 MST60 - - 11 3.7 - - 0.9 368 17 SW4 3.2 3.5 0.3 0.4 0.4 0.5 :0.5 1.9 1.9 5.0 5.0 MST60 MST60 - - t 12 6.3 - - - 1.0 341 17 SW4 6.8 3.3 0.2 0.7 0.7 0.9 0.9 1.5 1.5 4.1 4.1 MST48 MST46 - - 13 4 - - - 1.0 341 17 SW4 3.5 3.5 0.2 0.5 0.6 0.6 6.6 1.6 1.8 4.9 4.9 MST60 MST60 - 1 14 7 1.0 341 17 SW4 54 3.3 0.2 0.8 0.8 1.0 1.0 1.4 1.4 3.9 3.9 MST46 MST48 ' 15 3.5 - - - 0.9 390 17 SW4 3.0 3.6 0.3 0.4 0.4 0.5 0.5 1.9 1.9 5.1 5.1 MST60 MST60 - 16 3.6 - 0.9 379 17 SW4 3.1 3.6 0.3 0.4 0.4 0.5 0.5 1.9 1.9 5.1 5.1 MST60 MST60 - 17 6.1 - 1.0 341 17 SW4 4.6 3.4 0.2 0.6 0.6 0.7 0.7 1.7 1.7 4.5 4.5 MST60 MST60 18 4.7 - 1.0 341 17 SW4 4.2 3.4 0.2 0.5 0.5 0.7 0.7 1.2 1.2 4.1 4.1 MST48 MST48 - - f 19 3.8 1.0 359 17 SW4 32 3.5 0.3 0.4 0.4 0.5 0.5 1.0 1.9 5.0 5.0 MST60 MST60 1)/l 20 6.3 1.0 341 17 SW4 4.8 3.4 02 0.6 0.6 0.7 0.7 1.6 1.6 4.4 4.4 MST60 MST60 21 9.6 1.0 341 17 SW4 0.3 3.2 0.2 1.1 1.1 1.4 1.4 1.1 1.1 3.2 3.2 MST48 MST48 22 3.5 - - - 0.9 390 17 SW4 3.0 3.6 0.3 0.4 0.4 0.5 0.6 1.9 1.9 5.1 6.1 MST60 MST60 - - 23 4.5 - - - 1.0 341 17 SW4 4.0 3.5 0.2 0.5 0.5 0,6 0.6 1.8 1.8 4.7 4.7 MST60 MST60 - - I 24 4.4 - - 1.0 341 17 SW4 3.9 3.5 0.2 0.5 0.5 0.6 0.6 1.0 1.8 4.7 4.7 MST60 MST60 - - 25 6.7 1.0 341 17 SW4 0.2 3.3 0.2 0.0 0.8 0.9 0.9 1.5 1.5 4.0 4.0 MST46 MST48 26 7 - - 1.0 341 17 SW4 6.5 3.3 0.2 0.8 0.8 1.0 1.0 1.4 1.4 3.9 3.9 MST48 MST48 - - 27 4.7 - 1.0 341 17 SW4 4.2 3.4 0.2 0.5 0.5 0.7 0.7 1.7 1.7 4.6 4.6 MST60 MST60 - 26 4.7 - - 1.0 341 17 SW4 4.2 3.4 0.2 0.5 0.5 0.7 0.7 1.7 1.7 4.6 4.6 MST60 MST60 - - i 29 7.1 1.0 341 17 SW4 6,6 3.3 0.2 0.6 0.8 1.0 1.0 1.4 1.4 3.9 3.9 MST48 MST48 30 3.3 0.8 413 17 SW4 2.8 3.6 0.3 0.4 0.4 0.5 0.5 2.0 2.0 5.2 5.2 MST60 MST60 31 3.5 0.9 390 17 SW4 3.0 3.6 0.3 0.4 0.4 0.5 0.5 1.9 1.9 5.1 5.1 MST60 MST60 - 32 5.3 - 1.0 341 17 SW4 416 3.4 0.2 0.6 0.6 0.7 0.7 1.6 1.6 4.4 4.4 MST60 MST60 - - 33 4. - 1.0 341 17 SW4 3.5 3.5 0.2 0.5 0.5 0.6 0.6 1.0 1.8 4.9 4.9 MST60 MST60 - 1 34 61 1.0 341 17 SW4 4.6 3.4 0.2 0.6 0.6 0.7 0.7 1.6 1.6 4.4 4.4 MST60 MST60 I35 3.5 0.9 390 17 SW4 3,0 3.6 0.3 0,4 0.4 0,5 0.5 1.9 1.9 5.1 5.1 MST60 MST60 �- 36 13 0.8 413 17 SW4 2.6 3.6 0.3 0.4 0.4 0.6 0.5 2.0 2.0 5.2 5.2 MST60 MST60 37 7 1.0 341 17 SW4 6.5 3.3 0.2 0.6 0.8 1.0 1.0 1.4 1 4 3.9 3.9 MST48 MST48 30 6.3 1.0 341 17 SW4 &0 3.3 02 0.7 0.7 O.B 0.9 1.5 15 4.1 4.1 MST4P MST46 E 167.0 213.8 10.5 - 396.8 39.2 Description Main Floor Shear Walls By BTJ Date 05/24/18 X-Direction Checked Dale Scale NTS Sheet No, l ENGINEERING project J,,I,No l 250 41h Ave.South Smokev Point ADartments Suite 200 18023.10 Edmonds,WA 98020 W l C, r Metn Floor$hnkWell4-Wall*Below$he Ucw floor Freminn Y•Direction Walls IFy(EQ)= 182.0 kips(Story Shear) Story HT= 9 F (wind)= 46.6 kips(Story Shear) Wed HT= 8 Max hlw 3.5 Wy= PLF selemlc Sdr= 0.77 Wv= 106 PLF wind Line Load EQ Wind EQ Wind Net Uplift Governing EQ Wind Wall Wall SW Trlb From Above EQ EQ Wind SW Reduced Grose Grose oeo.la 0-8"DL From Above Not Uplift Held down Line Line Une Mark Length Width EQ Wind 2w1h Sheer Sheer Callant HD Length Uplift Uplift End 11 End I End 11 End j End I End End 11 End 11 End 1 End 1 Lead Load 1 A 12.3 13.75 16.7 2.9 1.0 280 37 SWB 11.0 2.6 0.5 1.4 1.4 1.7 1.7 0.5 0.5 1.7 1.7 MST37 MST37 234 4.4 8 3.0 0.9 311 37 SW4 3.1 2.9 0.5 0.4 OA 0.5 0.5 1.5 1.5 4.0 4.0 MST48 MST48 C 4.6' - - 1.0 280 37 SW6 4.0 2.8 0.5 0.5 0.5 0.6 0.6 1.4 1.4 3.7 3.7 MST4B MST48 - D 4.0 - - - 1.0 200 37 SW6 4.1 2.8 0.5 0.5 0.5 0.6 0.6 1.4 1.4 3.7 3.7 MST48 MST48 - E 7. - 1.0 210 37 SW6 6.5 2-7 0.5 0.8 0.8 1.0 1.0 1.1 1.1 3.0 3.0 1AST48 MST411 - - F 5.3, 1.0 280 37 SW6 4.6 2.8 0.5 0.6 0.6 0.7 0.7 1.3 1.3 3.4 3.4 MST48 MST48 G _9.5 1.0 280 37 SW6 9A 2.7 0.5 1.1 1.1 1.3 1.3 0.8 0.8 2.4 2.4 MST37 MST37 H 3.7 0.9 302 37 SW6 3.2 2.9 0.5 0.4 0.4 0.5 0.5 1.6 1.5 4.0 4.0 MST48 MST48 I -6.3 - 1.0 280 37 SW6 -4.8 28 0.5 0.6 0.6 0.7 0.7 1.3 1.3 3.4 3.4 MST48 MST48 - - J 4- - - 1.0 280 37 SW6 3.5 2.9 0.5 0.5 0.5 0.6 0.6 1.4 1.4 3.9 3.9 MST48 MST48 - - K 5.3 - - - 1.0 260 37 SW6 4.6 2.8 0.5 0.6 0.6 0.7 0.7 1.3 1.3 3.4 3.4 MST48 MST48 - - L 3.5 - - 0.9 320 37 SW4 3.0 2.9 0.5 0.4 0.4 0.6 0.6 1.5 1.5 4.1 4.1 MST48 MST48 - - M 3A 0.9 329 37 SW4 2.9 3.0 0.5 0.4 0.4 0.5 0.5 1.5 1.5 4.1 4.1 MST48 MST48 N 1 - - 1.0 280 37 SW6 6.5 2.7 0.5 0.8 0.8 1.0 1.0 1.1 1.1 3.0 3.0 MST48 MST48 - - 0 4.7 1.0 260 37 SW6 4.2 28 0,5 0.5 0.5 O.7 OJ 1: 13 3.6 3.6 MST46 MST48 C I 2 A 16.9 1875. 00 00 1.0 fill 11 SW6 16.4 0.6 0.1 2.0 2.0 2.5 25 0.0 0.0 0.0 0.0 None None 80 18 IB 18-2^ 1.0 68 11 SW6 17.7 0.6 0.1 2.2 2.2 2.7 2.7 0.0 0.0 00 0.0 Nona None C 16.7 - - 1.0 68 11 SW6 16.2 06 0.1 2.0 2.0 2.5 2-5 0-0 0.0 0.0 0.0 None None - - D 8.3 - - - 1.0 68 11 SW6 7.8 0.7 0.1 1,.0 1.0 1.2 12 0.0 0.0 00 0.0 None Nona - E 22.6 - - - 1.1 fill 11 SW6 22,0 0.6 0.1 2,7 2.7 3.3 3-3 00 0-0 0-0 0.0 None None - - F 6.6 - - - 1.0 68 11 SW6 6.0 0.7 0.1 0.8 0.8 1.0 1.0 0.0 0.0 0.0 0.0 None None - G 27.9 1.0 68 11 SW6 27 A 0.6 01 3.4 3,4 4.1 4 1 40 0-0 0-0 0.0 None Nona 3 A 22.3 1525 0.0 0.0 1.0 67 10 SW6 21.8 0.6 0.1 2.7 2.7 3.3 3.3 0.0 0.0 00 0.0 Nona None 7.5 1.6 B 12.2 - - 1.0 67 10 SW6 11.7 0.6 0.1 .1.5 1,5 1.8 1.9 0.0 0.0 0.0 0.0 None None t C ?A.S-. 1.0 67 10 SW6 24.0 0.6 0.1 3.0 3.0 3S 3.6 0.0 0.0 0.0 0.0 None None - - lfI D 16.7 1.0 67 10 SW6 162 0.6 0.1 2.0 2.0 2.5 2.5 0.0 0.0 0.0 00 None None E 28.3 1.0 67 10 SW6 2" 0.6 0-1 3.2 3.2 3.9 3.9 0.0 0.0 0.0 0.0 None None F 8;8 1.0 67 10 SW6 8.3 0.6 0.1 1.1 1.1 1.3 1.3 0.0 0.0 0.0 00 None None 4 A 22.5 ,'29 23.7 46 1-0 249 38 SW6 22.0 23 0.5 2.6 2.6 3.1 3.1 0.0 0.0 0.0 0.0 None None 35.9 76 a 3 0.8 332 38 SW4 2.5 2.7 0.6 0.3 0.3 0.4 OA 1.3 1.3 3.6 3.6 MST46 MST48 C 6.3 1.0 249 38 SW6 5.8 2A 0.5 0.7 0.7 0.9 0.9 0.8 O.B 2.5 2.5 MST37 MST37 D 4.7 - 1-0 249 38 SW6 4.2 2.5 0.5 0.5 0.5 0.7 03 1.0 1.0 3.0 3.0 MST48 MST48 - E 4 - - 1.0 249 38 SW6 3.5 2.6 0.5 0.5 0.5 0.6 0.6 1.1 1.1 3.2 3.2 MST48 MST48 - - ((( F 6.3 - - 1.0 249 38 SW6 4.8 25 0.5 0.6 0,6 0.7 03 1.0 1.0 2.8 2.8 MST48 MST48 G 7.6 1,0 249 38 SW6 7.0 2A 0.5 0.9 0.9 1.0 1.0 0.7 0.7 2.3 2.3 MST37 MST37 H 6.3 1.0 249 38 SW6 4.8 25 0.5 0.6 0.6 0.7 0.7 1.0 1.0 2.8 2.8 MST48 MST48 1 3.4 - 0,9 293 30 SW6 2.9 2.6 0.6 0.4 0.4 0.6 0.6 1.2 1.2 3.5 3.5 MST48 MST48 1 4.7 - - 1.0 249 38 SW6 4.2 2.5 0.5 0.5 0.5 0.7 0.7 1.0 1.0 3.0 3.0 MST48 MST48 K 8.2 - 1.0 249 38 SW6 5.7 2.4 0.5 0.7 0.7 0.9 0.9 0.8 0.8 2.6 2.6 MST37 MST37 - i L 22.3 10 249 38 SW6 21.8 2.3 0.5 2.6 2.6 3.1 3.1 1.3 1.3 1.0 1.0 MST37 MST37 M 3 0.8 332 38 SW4 2.5 2.7 0.6 0.3 0.3 0.4 0.4 0.0 0.0 2.3 2.3 MST37 MST37 N 23 1,0 249 38 SW6 22.5 2.3 0.5 2.6 2.6 32 3.2 0.0 0.0 0.0 0.0 None None 0 --23 1.0 249 38 SW6 22-5 2.1 0.5 2.6 2.6 3.2 32 0.0 0.0 0.0 0.0 Nona None 5 A 23.2 .28 11.3 2.6 10 233 42 SW6 22.7 2.1 0.5 1.6 1.6 2.0 2.0 0.6 0.6 1.1 1.1 MST37 MST37 21.0 5.4 B 22 1.0 233 42 SW6 21.5 2.1 0.5 1.5 1.5 1.9 1.9 0.6 0.6 12 1.2 MST37 MST37 - C 22.6 - 10 233 42 SW6 22.0 2,1 0.5 1.6 1.6 1.9 1.9 0.6 0.6 1.2 1.2 MST37 MST37 D 22,5 1.0 233 42 SW6 22.0 2.1 0.5 1.6 1.6 1.9 ?u 0.6 06 1.2 1 2 MST37 MST37 6 A 23.5 21. 92 2,1 1.0 110 29 SW6 23.0 1,5 OA 1,6 1,6 2,0 2.0 113 0.3 0.2 0.2 None None 17.1 43 B 2" LO 160 29 SWB 22.0 1.5 0A 1.6 1.6 1,9 1.9 0A 04 0.3 0.3 None None C 22.5 L0 160 29 SW6 22.0 1.5 OA 1.6 1.6 1.9 1.B 0.4 04 0.3 0.3 None None D 25.6 - 1.0 160 29 SWB 25.0 1.5 0.4 1.8 1.8 2.1 2.1 0.3 0.3 00 0.0 None None E 12.3 1.0 160 29 SW6 11.8 1w 0.4 0.9 0.9 1.0 1.0 0.0 0.0 0.7 0.7 MST37 MST37 7 A 22.5 23-6. 100 2.4 1.0 203 38 SW6 22.0 1.9 05 1.6 1.6 1.9 1.9 0.5 ]�4 0.6 0.8 MST37 MST37 18.6 4.8 B 22.6 1.0 203 38 SW6 22.0 1.9 05 1.6 1.6 1.9 1,9 03 0.6 06 MST37 MST37 C 22.5- 10 203 38 SW6 22.0 1.9 Ob 1.6 1.6 1.9 1.9 0.4 0.7 0.7 MST37 MST37 D �4.2 - - 1 0 203 38 SW6 3.7 2.1 0.5 0.3 0.3 0.4 04 0.4 22 22 MST37 MST37 - E 16.8 1.0 203 38 SW6 15.3 1.9 0,5 1.1 1.1 1.3 1.3 0.0 0.8 0 8 MST37 MST37 F - - 1.0 203 38 SW6 3.5 2.1 0.6 0.3 0.3 0.3 43 0.0 18 1.0 MST37 MST37 - 8 A 27 17.76 7.7 1.0 1.0 197 36 SW6 265 1.8 05 1.9 1.9 2.3 2.3 0.3 0.3 0.3 0.3 None None 14.2 37 B ??.fi - 1.0 197 36 SW6 22.0 1.8 0.5 1.6 1.6 1.9 1.9 OA 0.4 0.7 07 MST37 MST37 -23 1.4 197 30 SW8 22.5 1-6 0-5 16 16 1.8 1.9 4A 0-4 0.6 0.6 MST37 MST37 I9 A 226 175 17.5 32 1.0 287 41 SW6 22.0 2.6 0.5 2.6 2.6 3.1 3.1 0.0 0.0 0.1 0.1 None None 25.4 5.1 1 B 411 1.0 287 41 SW6 4.3 2.9 06 05 0.5 0.7 0.7 1.3 13 3.6 3.6 MST48 MST48 C 4.7 - 1.0 287 41 SWO 4.2 2.9 06 0.5 0.5 0.7 0.7 1.3 1.3 3.7 3.7 MST46 MST48 - D 4.9 - 1.0 287 41 SW6 4.4 2.9 06 0.6 0.6 0.7 0.7 1.3 1.3 3.6 3.6 MST48 MST48 - I E 4,7 10 287 41 SW6 4.2 29 0.6 0.5 0.5 0.7 07 1.3 1.3 3.7 3.7 MST48 MST46 F 4.6 1.0 287 41 SW6 4.0 2.9 0.6 05 0.5 0.6 0.6 1.4 1.4 3.7 3.7 MST48 MST48 - G 4.7_ 1.0 287 41 SW 4.2 2 9 0.6 IS 0.5 a.7 0 7 7 3 1.3 3.7 3.7 MST48 MST48 H 4.7 - - 1.0 287 41 SW6 4.2 2.9 0.6 0.5 0.6 0.7 0.7 1.3 13 3.7 3.7 MST48 MS748 - 1 3.4 019 337 41 SW4 2.9 3.0 0.6 0,4 0.4 0.5 0.5 1.5 18 4.2 4.2 MST48 MST48 - J 0 1.0 287 41 SW6 1 5.5 28 0.6 0.7 0.7 0.8 0.8 1.2 1.2 1 3.3 3.3 MST48 MST48 �. Z•OZ-Y� K -20 - 1.0 287 41 SW6 23.1 2.4 0.5 2.7 27 3.3 3.3 0.0 1 OA 0.0 1 0.01 None None 10 A 122 14.6 0.0 0.0 1.0 BB 13 SW6 11.7 08 0.2 0.8 0.8 1.0 1.0 0.0 0.0 0,0 0.0 None None 7.1 1.5 B 26:2 - _ 1.0 86 13 SW6 25.7 08 02 1.8 1.8 2.2 2.2 0.0 00 00 00 None None C -:,"�2• _ 1.0 86 13 SW6 31.5 0.8 0.2 2.2 2.2 2.7 2.7 0.0 0.0 00 0.0 None None 9 122- 1-086 13 SW6 117 n.8 0.2 08 0.8 1,0 10 n0 nn nn nn Nara Nine 11 A -26.6' c14.5 n 0.0 0.0 1.0 66 10 SW6 25.0 0.6 OA 1.8 1.8 2.1 2.1 0.0 0.0 0.0 0.0 None None 7.1 1.5 B 12.2 - - 1.0 66 10 SW6 11.7 0.6 0.1 0.6 0.8 1.0 1.0 0.0 0.0 0.0 0,0 None None C ;:27.4 - - 1.0 66 10 SW6 269 06 0.1 1.9 1.9 23 2.3 00 0.0 0.0 0.0 None None - D 302 - - 1.0 66 10 SW6 29.7. 0.6 01 2.1 2.1 2.5 2.5 0.0 0.0 0.0 0.0 None None _ E 12.2 1.0 66 1n SW6 117 nF 01 na 08 1.0 1.0 00 6n 6n nn Nnnn Nunn 12 A 20.3 1025 18.4 3.4 1.0 352 51 SW4 25.8 312 0.6 3.0 .3.0 3.7 3.7 0.0 0.0 0.2 0.2 None None 26,9 54 B 32 _ _ _ 0.6 440 51 SW4 .2.7 3.8 0.8 0.4 0.4 0.4 0.4 2.3 2.3 5.7 5.7 MST60 MST60 - C 8.2 - - - 1.0 352 51 SW4 5.7. 3.4 0.7 0.7 0.7 0.9 0.9 1.8 1.8 4.6 4.6 MST60 MST60 - D 4.7 _ _ 1.0 352 51 SW4 4.2 3.5 0.7 0.6 0.5 0.7 0.7 2.0 2.0 5.1 5.1 MST60 MST60 E 5 - - - 1.0 352 51 SW4 14.5 3.5 0.7 0.6 0.6 0.7 0.7 2.0 2.0 4.9 4.9 MST60 MST60 - F 62 - - - 1.0 352 51 SW4 5.7 3.4 0.7 0.7 0.7 0.9 0.9 1.8 1.8 4.6 4.6 MST60 MST60 G 4.7 - - - 1.0 352 51 SW4 4.2 3.5 0.7 0.5 0.5 0.7 0.7 2.0 2.0 5.1 5.1 MST60 MSTBO H 4.7 - - - 1.0 352 51 SW4 4.2 3.5 0.7 0.5 0.5 0.7 0.7 2.0 2.0 5.1 6.1 MST60 MST60 I 5.2 - - 1.0 352 51 SW4 4.7 3.5 0.7 0.6 0.6 0.7 0.7 2.0 2.0 4,9 4.9 MST60 MST60 -! 103 1,0 352 51 SW4 9R 3,3 07 12 12 14 1.4 &0 0.0 2.2 22 MST37 MST37 13 A 25,3 19,5 8.6 2.0 1.0 127 23 SW6 25.8 1.2 03 1.8 1,B 242 2.2 0.0 0.0 0.0 0.0 None None 15.8 4.0 B 23.5 - 1.0 127 23 SW6 23.0 12 03 1.6 1.6 2,0 2.0 0.1 0.1 0.0 0.0 None None D 22.3 - - 1.0 127 23 SW6 21.B 1.2 03 1.5 1.5 1.9 1.9 0.1 0.1 0.0 0.0 None None D 26.3 - - 1.0 127 23 SW6 25,B 1.2 03 18 1.8 22 2.2 0,0 00 00 0.D None None F 26.3: 1.0 127 23 SW6 25R 12 03 1R 1R 22 22 1 nn 0.0 00 0.0 None No- 14 A 22.5. 23.5. 10.0 2.4 1.0 276 51 SW6 22.0 2.5 0.7 16 1.6 1.9 1.9 0.8 0,8 1.B 1.8 MST37 MST37 18.6 4.6 B 22.5 - 1.0 276 51 SW6 22,0 2.5 0.7 1.6 1.6 1.9 1.9 0.8 0.8 1.8 1,8 MST37 MST37 G 22.3 1. 276 51 SW6 216 2 fi nJ 15 1,5 1 a 1 n n n n R 16 1,B MST37 M5T37 _ _ 15 A 28.2 23.5 100 2.4 1.0 204 38 SW6 25.7 1.9 05 1.8 1.8 2.2 2,2 0.4 04 04 0.4 None None 18.6 4.8 1 B 22.5 - - 1.0 204 38 SW6 22.0 1.9 05 1.0 1.6 1.9 1.9 0.5 0.5 0.0 0.8 MST37 MST37 - c 22.3 - 1.0 204 38 SW6 21.8 1.9 05 1.5 1.5 1.9 1.9 0.5 0.5 0.0 08 MST37 MST37 - 20.2 _ _ 1 n 2ne 36 SW6 19.7 19 025 1 A 1.4 1.7 ? 0_s 0,5 1.0 1.0 MST37 MST37 _ 16 A 22,5 23.5 10.0 24 1.0 230 43 SW6 22,0 21 0.6 1.6 1.0 1.9 1.9 0.6 0.6 1,1 1.1 MST37 MST37 18.6 4.8 B 28'.. _ _ _ 10 230 43 SW6 25.5 21 0.5 1.8 1.8 2.2 22 0.5 0.5 OB 0.8 MST37 MST37 _ C 22.3 - - - 1.0 230 43 SW6 21.8 2.1 0.6 1.5 1.6 1.9 1.9 0.6 0.6 12 1.2 MST37 MST37 - D 3.2 0.6 288 43 SW6 2.7 2.5 0.6 0.2 0.2 0.3 0.3 1A 1.1 34 3.4 MST46 MST48 - g G.8 1,0 230 43 swe a A 22 6.6 0.5 0.5 06 0.8 n9 n a 2 7 97 M5T37 M5T37 17 A 22.5.- 20,76,. 9.0 2.1 1.0 209 38 SW6 22.0 1,9 0.5 1.6 1.6 1.9 1.9 0.5 0,5 0.9 0.9 MST37 MST37 16.6 4.3 B 22.5 - 1.0 209 38 SW6 22.0 1.9 0.5 1.6 1.6 :1.9 1.9 05 0.5 0.9 0.9 MST37 MST37 - D 22.3 - 1.0 209 38 SW6 21.0 1.9 0.5 1.6 1.5 1.9 1.9 0.5 0.5 0.9 09 MST37 MST37 - - D 3.2 - - - 0.8 262 3B SW6 2,7 22 0.6 0.2 0.2 0.3 0.3 1.0 1.0 3.0 3.0 MST46 MST48 - E 5.9 - - 1.0 209 38 SW6 5.4 2.1 0.5 0.4 0.4 0.5 0.5 0.9 0.9 2.5 2.5 MST37 MST37 - F 3 0.6 1 279 38 SW5 2.6 2.3 0.6 02 02 n 3 0.2 1 1.0 1.0 3.1 31 MST48 MST48 ' 18 A 22.5 25.75 11.1 2.8 1.0 228 42 SW6 220 21 05 1.6 1.6 1.9 1.9 0.6 0.6 1.1 1.1 MST37 MST37 20.6 53 B -.22.6 1.0 228 42 SW6 220 2.1 05 1,6 1.6 1.9 1.9 06 0.6 1.1 1.1 MST37 MST37 _ C 22.3, _ _ 10 228 42 SW6 218 21 0.5 1.5 1.5 1.9 1.9 0.6 0.6 1.1 1.1 MST37 MST37 D 23 to 228 42 awe 225 2,1 0.5 1.6 1.6 1 e 1 a n 6 n 6 ?? 1,1 MST37 MST37 19 A 22.6- $,78 23.7 4.6 1.0 397 60 SW4 22.0 3.7 0.6 2,6 .2.6 3.1 3.1 0.1 0.1 1.1 1.1 MST37 MST37 35.2 7.5 B 32 - - 08 496 60 SW3 2.7 4.2 0.9 0.4 0.4 0.4 0.4 2.2 2.2 6.1 6.1 MST60 MST60 - D "6.3 10 397 60 SW4 5.0 3.9 O.B 0.7 0.7 0.9 0.9 1.7 1.7 4,9 4.9 MST60 MSTBO D 4.7 1.0 397 60 SW4 4,2 4.0 0.9 0.5 0,5 0.7 0.7 1.9 1.9 5.4 5.4 MST60 MST60 E 4.3, 1.0 397 60 SW4 3.8 4.0 0.9 0.5 0.5 0.6 0.6 2.0 2.0 5.6 5.6 MST60 MST60 - F •8.2 1 0 397 60 SW4 5.7 3.9 0.8 0.7 0.7 0.9 0.9 1.7 1.7 4.9 4.9 MST60 MST60 G .5 10 397 60 SW4 4.5 4.0 0.6 0.6 0.6 0.7 0.7 1.9 1.9 5.3 6.3 MST60 MST60 _ H 4.7, 10 397 60 SW4 4.2 4.0 0.9 0.5 0.5 0.7 0.7 1.9 1,9 5.4 5.4 MST60 MST60 I - 4.1 10 397 60 SW4 3.6 4.1 0.9 0.5 0.5 0.6 0.6 2,0 2.0 5.6 5.6 MST60 MST60 J 6.2 1.0 397 60 SW4 4.7 4.0 0.8 0.6 0.6 0.7 0.7 1.9 1.9 5.2 5.2 MST60 MST60 K 221 1,0 397 6O -SW42?0 3.7 0.8 2.6 2.6 3.1 3.1 0.1 01 141 1,1 MST37 MST3] 20 A 224 _14 0.0 0.0 1.0 56 9 SW6 22.0 0.5 0.1 1.6 1,6 1.9 1.9 0.0 0.0 0.0 0.0 None None 6.9 1.5 B 8.7, 10 56 9 SW6 8.2 05 0.1 06 0.6 0.7 0.7 0.0 00 0.0 0.0 None None D 30.3 1.0 56 9 SW6 29.6 0.5 0.1 2.1 21 2.6 26 0.0 00 0.0 0.0 None None D 27.3. 1.0 56 9 SW6 26,8 OS 0.1 1.9 1.0 2.3 2.3 0.0 00 0.0 0.0 None None E 12.2 - - 1.0 56 9 SW6 11.7 U 0.1 0.6 08 1.0 1.0 0.0 00 0.0 0.0 None None I E F 23.8 - - 1.0 66 9 $W6 231 0.5 0.1 ?E 1.6 2.0 2.0 0.0 00 0.0 0.0 Nan, Non, _ 1 21 A 1 1 17.76 0.0 0.0 0.0 NA 23 MA -0.5 tlMlfM♦I 0.0 0.0 0.0 0.0 00 0.0 0.0 ##" #NpM NANOOP pNlp W 8.7 1.9 B 22.5 - - - 10 152 23 SW6 220 14 0.3 16 1.6 1.9 19 00 0.0 0.0 0.0 None None - D 12.8 - 1.0 152 23 SW6 12.1 1.4 0.3 12 12 1.4 1A 00 0.0 0.2 0.2 None None - D 00 NA 23 MIA -0.5 NOW 0.0 00 00 0.0 00 0.0 0.0 #09 #M, V,, "I ON _ E 22.6 1,0 152 23 SW6 22.0 1.4 0.3 16 16 1.9 1.9 0.0 0.0 0.0 0,0 None None F An ue 23 #N/A -0.5 NMAMO TO On n 0 n n 0.0 0.0 0.0 #94# ##g# SCp#yp #lWbgp - 22 A 12.3 14.75 16.7 2,9 1.0 316 42 SW4 11.B 3.0 05 1.4 1.4 1.7 1.7 0.7 0.7 2.2 2.2 MST37 MST37 24.0 44 B 3.6 - - 0.9 351 42 SW4 3A 3.3 06 0.4 0.4 0.5 0.5 1.7 1.7 4.6 4.6 MST60 MST60 - - D 6.3 - - - 1.0 316 42 SW4 4.6 3.1 06 0.6 0.6 0.7 0.7 1.4 1.4 4.0 4.0 MST48 MST48 D q 1.0 316 42 SW4 3.5 3.2 06 0.5 0.5 0.6 0.6 1.6 1.6 4.4 4.4 MST60 MST60 E 5.3 1.0 316 42 SW4 4.6 3.1 06 0.6 0.6 0.7 0.7 1.4 1.4 4.0 4.0 MST48 MST48 F 3.7 0.9 341 42 SW4 3.2 3.3 0.6 0.4 0.4 0.5 0.5 1.7 1.7 4.5 4.5 MST60 MST60 G 0.6 - - 1.0 316 42 SW4 9.1 3.0 0.6 1.1 1.1 1.3 1.3 0.9 0.9 2.8 2.8 MST48 MST48 - - H 3.7 - 0.9 341 42 SW4 3.2 3.3 06 0.4 0.4 0.5 0.5 1.7 1.7 4.5 4.5 MST60 MST60 - - j 1 5.3 - - - 1.0 316 42 SW4 4.8 3.1 06 0.6 0.6 0.7 0.7 1.4 1.4 4.0 4.0 1 MST46 MST48 - - Z.oZ�j r r r r 1.0 316 42 SW4 3.5 32 0.6 05 0,5 .0.a 0.6 1.6 1.6 4.4 4.4 MST80 MST60 K ".6.3 - 10 316 42 SW4 4.8 3.1 0.6 0.6 06 0.7 0.7 1.4 1.4 4.0 4.0 MST48 MST48 - L .34 - - 0.9 381 42 SW4 3.0 3.3 0.6 04 0.4 0.6 0.6 1.7 1.7 4.6 4.6 MST60 MST60 - - M &6 - - 0.9 351 42 SW4 3.1 3.3 D.6 04 0.4 0.6 0.6 1.7 1.7 4.8 4.8 MST60 MST60 - N -6.7 1.0 316 42 SW4 6.2 3.1 0.8 0.0 0.6 0.9 0.9 1.3 1.3 3.6 3.6 MST48 MST48 S 439.E 213.8 44.0 395A 90.S m Description By Dale Main Floor Shear Walls BTJ 05/24118 Y-Direction Checked Dale ENGINEERING Scale NTS Sheet No. 250 4th Ave.South project Smokev Point Apartments Job No. Suite 200 18023.10 Z -0 3 b Edmonds,WA 98020 1 1 f 1 L"ar Floor Stair Wall -Wills Bilaav div Main'Floor Fromino X-Direction Walls Fx(EO)- 123.5 hips(Sim Shaar) Story HT=. 9 Fx(H9rd)= 21.9 kips(SIM Sheer) Wall HT= 8: Max hfw Wx= PLF aeismw S.. 0.77 wx= 139 PLF wend Li�L*,,d EO Wind EO Wind Net Uplif Governln9 EO qLln Well Well SW Trlh Fro EO EO Wlnd SW Reduced Groea Groee o.eo.la 4.6'QL From Ahoy Na{U IIft Hsld•down Llne Llna Mark Len h Width EO 2wlh Sheer Sheer Callao! HQ Length Uplift Uplift End I End End I End End II End I End 1 End End I End I Load A 1 3.7 11.5 64.7 4.6 0.9 422 22 SW4 3.2 4.1 0.3 0.5 0.5 A6 0.6 4.9 4.9 8.4 0.4 0.0 00 76.7 2 52 - - 1.0 390 22 SW4 4.7 3.9 0.3 0.7 0.7 0.9 0.9 4.3 4.3 7.5 7.5 0.0 0.0 - 3 --4.6 - - 1.0 390 22 SW4 4.0 3.9 0.3 0.6 0.6 0.7 0.7 4.5 4.5 7.9 7.9 0.0 OA 4 &5 - 1.0 390 22 SW4 6.0 3.9 0.3 0.7 0.7 0.9 0.9 4.2 4.2 7.3 7.3 0.0 0.0 - - 5 .6.3 - 1.0 390 22 SW4 4.8 3.9 0.3 0.7 0.7 0.9 0.9 4.3 4.3 7A 7.4 0.0 0.0 - 6 7.3 - - 1,0 390 22 SW4 6.8 3.8 0.3 1.0 1.0 1.2 1.2 3.7 3.7 6.5 6.5 MST72 MST72 7 6.3 - - - 1.0 390 22 SW4 4.8 3.9 0.3 0.7 0.7 :0.0 0.9 4.3 4.3 7.4 7.4 0.0 0.0 - 8 - 4.8- - - 1.0 390 22 SW4 4.3 3.9 0.3 0.6 0.6 0.8 0.8 4.4 4.4 7.7 7.7 0.0 0.0 9 -3.4' - - - 0.9 459 22 SW4 2.0 4.1 0.3 0.5 0.5 0.6 0.6 5.0 5.0 6.7 8.7 0.0 0.0 - _ 10 3.7 - 11,11 422 22 SW4 3.2 4.1 0.3 0,5 0,5 0,6 0.6 4.9 4,1 11A B.4 0,0 0.0 - 1/ 11 &3 - - 1.0 390 22 SW4 4.0 3.9 0.3 0.7 0.7 0.9 0.9 4.3 4.3 7.4 7.4 0.0 0.0 - + 12 4 - - 1.0 390 22 SW4 3.6 4.0 0.3 0.5 0.5 0.7 '0.7 4.7 4.7 8.2 8.2 0.0 0.0 1 13 '6.3 1.0 390 22 SW4 4.8 3.9 0.3 0.7 0.7 .0.9 0.9 4.3 4.3 7.4 7.4 0.0 0.0 14 3.8' - - 0.9 446 22 SW4 3.0 4.1 0.3 0.5 0.5 0.6 0.6 5.0 5.0 8.6 8.6 0.0 0.0 - 15 3.8 1.0 411 22 SW4 3.3 4.0 0.3 0.5 0.5 0.6 0.6 4A 4.8 8.4 8.4 0.0 0.0 - 16 5.3 - - 1.0 390 22 SW4 4.8 3.9 0.3 0.7 0.7 -0.9 0.9 4.3 4.3 7.4 7.4 0.0 0.0 - 17 4 - - - 1.0 390 22 SW4 3.5 4.0 0.3 0.5 0.5 0.7 0.7 4.7 4.7 8.2 6.2 0.0 0.0 - - 18 5.3 - - 1.0 390 22 SW4 4.8 3.9 0.3 0.7 0.7 0.9 0.9 4.3 4.3 7.4 7.4 0.0 0.0 - 19 3.0 - 1.0 411 22 SW4 3.3 4.0 0.3 0.5 0.5 0.6 0.0 4.8 4.13, 8.4 8A 0.0 0.0 20 3.6. - 0.9 446 22 SW4 310 4.1 0.3 0.5 0.6 0.6 0.6 5.0 5.0 8.6 8.6 0.0 0.0 - - 21 6.3 - - - 1.0 390 22 SW4 4.8 3.9 0.3 0.7 0.7 0.9 0.9 4.3 4.3 7A 7.4 0.0 0.0 - - I 22 9.7 - - 1.0 390 22 SW4 9.2 3.7 0.3 1.3 1.3 1.6 1.6 3.1 3.1 5.5 5.5 MST60 MST60 - 7 23 3.9 - - 1.0 400 22 SW4 3.4 4.0 0.3 0.5 0.5 0.6 0.6 4.0 4.8 6.3 8.3 0.0 0.0 - 111 24 5 - - - 1.0 390 22 SW4 4.6 3.9 0.3 0.7 0.7 0.0 11.B 4.4 4.4 7.6 7.6 0.0 0.0 - 25 4 - - - 1.0 390 22 SW4 3.5 4.0 0.3 0.5 0.5 0.7 0.7 4.7 4.7 8.2 8.2 0.0 0,0 - 26 5.3 1.0 390 22 SW4 4.8 3.9 0.3 0.7 0.7 0.9 0.9 4.3 4.3 7.4 7.4 0.0 0.0 - 27 3-6 0.9 446 22 SW4 3.0 4.1 0.3 0.5 0.5 0.6 0.6 5.0 5.0 8.6 8.6 0.0 0.0 28 -3A 1.0 411 22 SW4 13 4.0 0.3 0.6 0.5 0.6 0.6 4.6 4.8 BA 6.4 0.0 0.0 29 `ui - 1.0 390 22 SW4 4.6 3.9 0.3 0.7 0.7 0.9 0.9 4.3 4.3 7.4 7.4 0.0 0.0 - - 30 4. - - 1.0 390 22 SW4 3.5 4.0 0.3 0.5 0.5 0.7 0.7 4,7 4.7 8.2 8.2 0.0 0.0 - 31 `6;3F.. 1.0 390 22 SW4 4.8 3.9 0.3 0.7 0.7 0.9 0.9 4.3 4.3 7.4 7.4 0.0 0.0 - - 32 '1$ - - 1.0 411 22 SW4 3.3 4.0 0.3 0.5 0.5 0.6 0.6 4.8 4.8 8.4 6.4 0.0 0.0 - 33 '3A 0.9 459 22 SW4 2.9 4.1 0.3 0.5 0.5 0.6 0.6 5.0 5.0 8.7 8.7 0.0 0.0 { 34 42 1.0 390 22 SW4 42 3.9 0.3 0.6 0.6 0.8 0.8 4.4 4.4 7.7 7.7 0.0 0.0 - 35 'S.3 1.0 390 22 SW4 4A 3.9 0.3 0.7 0.7 0.9 0.9 4.3 4.3 7.4 7.4 0.0 0.0 - - 36 :7;3,. 1.0 390 22 SW4 6,8 3.8 0.3 1.0 1.0 1.2 1.2 3.7 3.7 6.5 6.5 MST72 MST72 37 6.A - 1.0 390 22 SW4 4.0 3.9 0.3 0.7 0.7 0.0 0.9 4.2 4.2 7.4 7.4 0.0 0.0 - 38 5.5 - - 1.0 390 22 SW4 5.0 3.9 0.3 0.7 0.7 0.9 0.9 4.2 4.2 7.3 7.3 0.0 0.0 1 39 >4.5- - 1.0 390 22 SW4 4.0 3.9 0.3 0.6 0.6 0.7 0.7 4.5 4.5 7.9 7.9 0.0 0.0 40 62 - 1.0 390 22 SW4 4.7 3.9 0.3 0.7 0.7 0.9 D.B 4.3 4.3 7.5 7.5 0.0 0.0 - - 41 3.8 1.0 411 22 SW4 3.3 9.D 0.3 0S 0.5 .0 0.6 4.8 4.8 8.4 8.4 0.0 0.0 iB 1 12.9 14.6, 22.4 1.9 1.0 130 10 SW6 12.4 1.2 0.1 1.8 1.8 2.2 2.2 0.0 0.0 0.0 0.0 None None 37.6 3.9 2 22.2' - 1.0 130 10 SW6 21.7 1.2 0.1 3.1 3.1 3.6 3.8 O.o 0,0 0.0 0.0 None None 3 14.2 1.0 130 10 SW6 13.7 1.2 0.1 2.0 2.0 2.4 2.4 0.0 0.0 0.0 0.0 None None 4 11.3 - 1.0 130 10 SW6 110.8 1.2 0-1 1.6 1.6 1.9 1.9 0.0 0.0 0.0 0.0 None None 5 7.2 - 1.0 130 10 SW6 6.7 1.3 0.1 1.0 1.0 1.2 1.2 0.0 0.0 0.2 0.2 None None j 6 22.6 - 1.0 130 10 SW6 22.0 1.2 01 3.2 3.2 3.8 'S.B 0.0 0.0 0.0 0.0 None None - 7 7 1.0 130 10 SW6 .6.5 1.3 0-1 1.0 1.0 1.2 1.2 0.0 0.0 0.3 0.3 None None 8 7.1 - 1.0 130 10 SW6 6.6 1.3 0.1 1.0 1.0 1.2 1.2 0.0 0.0 0.3 0.3 None None - - 9 22.5 - 1.0 130 10 SW6 22.0 1.2 01 3.2 3.2 3.8 3.0 0.0 0.0 0.0 0.0 None None - - 10 7 1.0 130 10 SW6 6.5 1.3 0.1 1.0 1.0 1.2 1.2 0.0 0.0 0.3 0.3 None None 11 7. 1.0 130 10 SW6 6.5 1.3 01 1.0 1.0 1.2 1.2 0.0 0.0 0.3 0.3 None None - 12 10.9`. 1.0 130 10 SW6 10.4 1.2 01 1.5 1.5 1.9 1.9 0.0 0.0 0.0 0.0 None None 13 12.9 1.0 130 10 SW6 12.4 1.2 01 1.6 1.8 2.2 2.2 0.0 0.0 0.0 0.0 None None 14 2zis - - 1.0 130 10 SWe 22.0 1.2 01 3.2 3.2 3.8 3.6 0.0 0.0 0.0 0.0 None None - 15 11.5 - 1.0 130 10 SW6 11.0 1.2 01 1.6 1.6 2.0 2.0 0.0 0.0 0.0 0.0 None None - 1 16 22.5 : 1.0 130 10 SW6 2.2.0 1.2 01 3.2 3,2 3,B 3.0 0,0 11.0 0.0 None None 17 7.6 1.0 130 10 SW6 7.1 1.3 01 1.1 1.1 1.3 1.3 0.0 0.0 0.2 0.2 None None 18 11.3 1.0 130 10 SW6 10.0 1.2 01 1.6 1.8 1.B 1.9 0.0 0,0 0.0 0.0 None Nona - 19 14.2: 1.0 130 10 SW6 13.7 1.2 01 2.0 2.0 2.4 2.4 0,0 0.0 0.0 0.0 None None 20 22.2 1.0 130 10 SW6 21.7 1.2 0.1 3.1 3.1 3.6 3.8 0.0 0.0 0.0 0.0 None None - 21 12.9 1.0 130 10 1 SW6 12.4 1.2 0.1 1.11 1.9 2.2 2.2 0.0 0.0 0.0 0.0 Nona Nona C 1 4- 14.6 22.4 1.9 1.0 110 a SW6 3.5 1.1 0.1 0.6 0.6 0.7 0.7 0.2 0.2 0.7 0.7 MST37 MST37 37.6 3.9 ' 2 235 1.0 110 a SW6 23.0 1.0 0-1 3.3 3.3 4.0 4.0 0.0 0.0 0.0 0,0 None Nan. ' 3 26.5 1.0 110 8 SW6 26.0 1.0 CA 3.7 3.7 4.5 4.5 0.0 0.0 0.0 0.0 None None 4 10.3` - - 10 110 8 SW6 9.B 1.0 0.1 1.4 1.4 1.8 1.B 0.0 0.0 0.0 0.0 None None - 5 10.9 - - 1.0 110 8 SW6 10.4 1.0 0.1 1.5 1.5 1.9 1.9 0.0 0.0 0.0 0.0 None None 6 10.9 10 110 a SW6 10.4 1.0 0.1 1.5 1.5 1.9 1.9 0.0 0.0 0.0 0.0 None None - 7 14.2 - 1.0 110 8 SW6 13,7 1.0 0.1 2,0 2.0 2.4 2.4 0.0 0.0 0.0 0.0 None None - B 22.6 1.0 110 8 SW6 22.0 1.0 0.1 3.2 3.2 3.8 3.8 0.0 0.0 0.0 0.0 None None 9 15.7 1.0 110 0 SW6 15.2 1.0 0.1 2.2 21 2.7 2.7 0.0 0.0 0.0 0.0 None None 1 I 10 23.5 - - 1.0 110 8 SW6 23.0 1.0 01 3.3 3.3 4.0 4,0 0.0 0.0 0.0 0,0 None None 11 9.3 1.0 110 a SW6 B.B 1.0 0.1 1.3 1.3 1.6 1.6 0.0 0.0 0.0 0.0 None None 12 10.3 - 1.0 110 0 SW6 9.8 1.0 0.1 1.4 1.4 1.B 1.8 0.0 0.0 0.0 0.0 None None - - 13 11.2 - 1-0 110 a SW6 10.7 1.0 0.1 1.6 1.6 1.9 1.9 0.0 0.0 0.0 0.0 None None - - 14 11.1 - 1.0 110 8 SW6 10.6 1.0 0.1 1.6 1.6 1.9 1,9 0,0 0.0 0.0 0.0 None None - 15 141 - 1.0 110 8 SW6 13.7 1.0 01 2.0 2.0 2.4 2.4 0.0 0.0 0.0 0.0 None Nan. - 16 11.2 - 1.0 110 8 SW6 10.7 1.0 0.1 1.6 1.8 1.9 1.9 0.0 0.0 0.0 0.0 None None - t 7- V3 17 11.2 - - 1.0 110 8 SW6 10.7 1.0 0.1 1.6 1.6 1.9 1.9 0.0 0.0 0.0 0.0 None None - - 18 142 - 1.0 110 8 SW6 13.7 1.0 0.1 2.0 2.0 2.4 2.4 0.0 0.0 0.0 0.0 None None - - 19 22.6 - - 1.0 110 8 SW6 22.0 1.0 0.1 3.2 3.2 3-B 3.8 0.0 0.0 0.0 0.0 None None - 20 0.7 - 1.0 110 8 SW6 9.2 1.0 0.1 1.4 1.4 1.7 1.7 0-0 0.0 0.0 0.0 None None - 21 25.9 - 1.0 110 8 SW6 25.4 1.0 0.1 3.6 3.6 44 4.4 0.0 0.0 0.0 0.0 None None 22 23-6 1.0 110 8 SW6 23.0 1.0 0.1 3.3 3.3 4.0 4.0 0.0 0.0 0.0 0-0 None None - - 23 62 1.0 110 0 SNM 6.7 1.1 0.1 0.9 0.9 1A 1.1 0.0 0.0 0.2 0.2 Nons Nons D 1 22Z ,:24.76, 76.6 7.9 1.0 433 38 SW4 22.0 4.0 0.5 3.0 3.0 3.7 3.7 0.5 0.5 1.4 1.4 MST37 MST37 92.2 11.3 2 22.5 - 1.0 433 38 SW4 22A 4.0 0.5 3.0 3.0 3.7 3.7 0.5 0.5 1.4 1.4 MST37 MST37 - 3 37 - - 0.9 468 38 SW3 32 4.5 0.6 0.5 0.5 0.6 0.6 4.8 4.8 8.8 8.8 0.0 0.0 4 5.3 - - 1.0 433 36 SW4 4.8 4.3 0.5 0.7 .0.7 0.9 0.9 4.2 4.2 7.0 7.8 0.0 0.0 - 5 5.3 - 1.0 433 3B SW4 4.5 4.3 0.5 0.7 0.7 0.9 0.9 4.2 4.2 7.8 7.8 0.0 0.0 - - 6 7.3 - 1.0 433 36 SW4 6.8 4.2 0.6 1.0 1.0 .1.2 1.2 3.6 3.6 6.8 6.8 0.0 0.0 - 7 5.3 - 1.0 433 38 SW4 4.9 4.3 0.5 0.7 0.7 0.9 0.9 4.2 4.2 7.8 7.8 0.0 0.0 6 6 1.0 433 36 SW4 3.5 4.5 0.5 0.5 0.5 0.7 0.7 4.7 4.7 8.6 8.6 0.0 0.0 i 9 613 1.0 433 30 SW4 4.5 4.3 0.5 '0.7 0.7 0.9 0.9 4.2 4.2 7.6 7.8 0.0 0.0 10 3.8 1.0 456 38 SW4 3.3 4.5 0.6 0.5 0.5 0.6 0.6 4.7 4.7 8.7 8.7 0.0 0.0 11 13 - 1.0 433 38 SW4 12.5 4.1 0.5 :1.7 1.7 2.1 2.1 0.5 0.5 2,8 2.8 MST48 MST48 12 13 1.0 433 38 SW4 12.5 4.1 0.5 1.7 1.7 2.1 2.1 0.5 0.5 2.8 2.8 MST48 MST46 13 3.0 - - 0.9 481 3B SW3 3.1 4.5 0.6 0.6 0.5 0.6 0.6 4.6 4.0 8.9 B.9 0.0 0.0 - - 14 4.6 1.0 433 38 SW4 4.1 4.4 0.5 0.6 0.6 0.8 0.8 4.4 4.4 B.2 B,2 0.0 0.0 - 15 53 1.0 433 38 SW4 4.8 4.3 0.5 0.7 0.7 0.9 0.9 4.2 4.2 7.8 7.8 0.0 0.0 16 7,3 - 1.0 433 38 SW4 8.8 4.2 0.5 .1.0 1.0 1.2 1.2 3.6 3.6 6.8 6.0 0,0 0.0 - - 17 5.3 - 1.0 433 38 SW4 4.8 4.3 0.5 0.7. 0.7 0.9 0.9 4.2 4.2 7.6 7.8 0.0 0.0 10 5.3 - - 1.0 433 38 SW4 4.0 4.3 0.5 0.7 0.7 0.9 0.9 4.2 4.2 7.8 7.8 0.0 0.0 - 19 7.3 - - 1.0 433 30 SW4 6.8 4.2 0.5 1.0 1.0 1.2 .1.2 3.6 3.6 6.6 6.8 0.0 0.0 20 6.3 - 1.0 433 30 SW4 4.6 4.3 0.5 0.7 0.7 06 0.9 4.2 4.2 7.8 7.8 0.0 0.0 21 4 1.0 433 38 SW4 U 4.5 0.5 0.5 0.5 -0.7, .0.7 4.7 4.7 8.6 8.6 0.0 0.0 22 6.3 1.0 433 38 SW4 4.0 4.3 0.5 0.7 0.7 0.9 0.9 4.2 4.2 7.8 7.8 0.0 0.0 23 3.8 - 1.0 456 3B SW4 A3 4.5 0.6 0.5 0.5 0.6 0.6 4.7 4.7 8.7 8.7 0.0 0.0 - 24 22.6 - 1.0 433 3B SW4 22.0 4.0 0.5 3.0 3.0 3.7 3.7 0.5 0.5 1.4 1,4 MST37 MST37 - 25 22.5'- 1,0 433 38 SW4 22.0 4.0 0-5 3.0 3.0 3.7 3_7 0-5 0.5 1.4 1A -MST-7 MST37 E 1 '28-d I 26.5 23.7 6.6 1.0 308 73 SW6 25,8 2.8 0.9 3.1 3.1 3.8 3.8 0.8 0.8 0.5 0.5 MST37 MST37 31.2 10.3 2 22.3' - - 1.0 308 73 SW6 21.8 20 0.9 2.6 2.6 3.2 3.2 1.2 1.2 1A 1.4 MST37 MST37 - 3 26 - U 308 73 SW6 25,8 2.8 0.9 3.1 3.1 3.8 3.8 0.8 0.8 0.5 0.5 MST37 MST37 4 28.8 1.0 3" 73 SW6 25A 2.0 0.9 11 3.1 3.8 3.6 0.6 0.8 0.5 0,5 MST37 MST37 F 1 22.6 2415_, 76.6 7.9 1.0 363 32 SW4 22.0 3.3 0.4 3.0 3.0 3.7 3.7 0,3 0.3 0.7 0.7 MST37 MST37 92.2 1113 2 22.5 - 1.0 363 32 SW4 22,0 3.3 0.4 3.0 3.0 3.7 3.7 0.3 0.3 0.7 0.7 MST37 MST37 - 3 3.7 0.9 393 32 SW4 3.2 3,8 0.5 0.5 0.5 0.6 0.6 4.6 4.6 7.8 7.8 0.0 0.0 4 6.3 1.0 363 32 SW4 4A 3.6 0.4 03 0.7 0.9 0,9 4.0 4.0 6.9 6.9 0.0 D.0 5 4 1,0 363 32 SW4 3,6 3.7 0.5 0.5 0.5 0.7 0.7 4.4 4.4 7.6 7.6 0.0 0.0 6 3.7 - - 0.9 393 32 SW4 3.2 3.8 0.5 0.5 0.5 0.6 0.6 4.6 4.6 7.B 7.6 0.0 0.0 - 7 3.5 0,9 415 32 SW4 3.0 3.8 0.5 0.5 0.5 0.6 0.6 4.6 4.6 6.0 8.0 0.0 0.0 - 6 3.7 - - - 0.9 393 32 SW4 3.2 3.8 0.5 0-5 0.5 0.6 0.6 4.6 4.6 7.8 7.B 0.0 0.0 9 5,3 - 1.0 363 32 SW4 4.8 3.6 0.4 0.7 0.7 0.9 0.9 4.0 4.0 6.9 6.9 0.0 0.0 - 10 4 - 1.0 363 32 SW4 3,8 3.7 0.5 0.5 0.5 0.7 0.7 4.4 4.4 7.6 7.6 0.0 0.0 - - 11 5.3 - 1.0 363 32 SW4 4.8 3.6 0.4 0.7 0.7 0.9 0.9 4.0 4.0 6.9 6.9 0.0 0.0 - 12 3.8 - 1.0 382 32 SW4 3.3 3.8 0.5 0.5 0.5 0.6 0.6 4.5 4.5 7.B 7.8 0.0 0.0 - 13 33.6 - 1.0 363 32 SW4 33.0 3.3 0.4 4,5 4.5 5.5 5.5 0.3 0.3 0.0 0.0 None None 14 23 - 1.0 363 32 SW4 22.5 3.3 0.4 3.1 3.1 3.8 3.8 0.3 0.3 0.6 0.6 MST37 MST37 15 3.6 - - 0.9 404 32 SW4 3.1 3.8 0.5 0.5 0.5 0.6 0.6 4.6 4.6 7.9 7.9 0.0 0.0 - 16 4,6 - 1.0 363 32 SW4 4,1 3.7 0.5 0.6 0.6 0.8 0.8 4.2 4.2 7.3 7.3 0.0 0.0 - 17 6,7 - - - 1.0 363 32 SW4 5,2 3.6 0.4 0.8 0.8 0.9 0.9 3.9 3.9 6.7 6,7 MST72 MST72 - - 18 5.3 - 1.0 363 32 SW4 4.8 3.6 0.4 0.7 0.7 0.9 0.9 4.0 4.0 6.9 0.9 0.0 0.0 - - 19 4 1.0 363 32 SW4 3.5 3.7 0.5 0.5 0.5 0.7 0.7 4.4 4.4 7.6 7.6 0.0 0.0 - - 20 6.3 1.0 363 32 SW4 4.8 3.6 0.4 0.7 0.7 0.9 0.9 4.0 4.0 6.9 6.9 0.0 0.0 21 7.3 - 1.0 363 32 SW4 6.8 3.5 0.4 1.0 1.0 1.2 1.2 3.4 3.4 5.9 5.9 MST60 MST60 - 22 5.3 1.0 363 32 SW4 4.6 3.6 0.4 0.7 0.7 0.9 0.9 4.0 4.0 6.9 6.9 0.0 0.0 - 23 4 - - 1.0 363 32 SW4 3.5 3.7 0.5 0.5 0.6 0.7 0.7 4.4 4.4 7.6 7.6 0.0 0.0 - 24 6.3 - 1.0 363 32 SW4 4.0 3.6 0.4 0.7 0.7 0.9 0.9 4.0 4.0 6.9 6.9 0.0 0.0 - 25 5,7 1.0 363 32 SW4 5.2 3.6 0.4 0.8 0.8 0.9 0.9 3.9 3.0 6.7 6.7 MST72 MST72 26 5.3 - 1,0 363 32 SW4 4.8 3.6 0.4 0.7 0,7 0.9 0.9 4.0 4.0 6.9 6.9 0.0 0.0 - - 27 3.8 1.0 382 32 SW4 3.3 3.8 0.5 0.5 0.5 0.8 0.6 4.5 4.5 7.8 7.8 0.0 0.0 28 22.5 1,0 363 32 SW4 22.0 3.3 0.4 3.0 3.0 3.7 3.7 03 0,3 0.7 0.7 MST37 MST37 29 -22-b 1.0 363 32 SW4 22-0 3.3 R4 3.0 3.0 3.7 3.7 0.3 0.3 0.7 0.7 M&T37 MST37 i I G 1 26.4 14.6- 22.4 19 1.0 126 9 SW6 25.9 1.2 0.1 3.7 3.7 4.5 4.5 0.0 0.0 0.0 0.0 None None 37.6 39 2 25.9 1.0 126 9 SW6 25.4 1.2 0.1 3.6 3.6 4.4 4.4 0.0 0.0 0.0 0.0 None None 3 9.6 - 1.0 126 9 SW6 9.1 1.2 0.1 1.3 1.3 1.6 1.6 0.0 0.0 0.0 0.0 None None - - 4 22.5 - - 1.0 126 9 SW6 22.0 1.2 0,1 3.2 3.2 3.8 3.8 0.0 0.0 0.0 0.0 None None - - 5 7 - - 10 126 9 SW6 6.5 1.2 0.1 1.0 1.0 1.2 1.2 0.0 0.0 0.2 0.2 None None - - 6 22.6 - - 1 D 126 9 SW6 22.0 1.2 0.1 3.2 3.2 3.8 3.8 0.0 0.0 0.0 0.0 None None - - 7 7.5 - - 10 126 9 SW6 7.0 1.2 0.1 1.1 1.1 1.3 1.3 0.0 0.0 0.2 0.2 None None - - j B 30.3 - - 10 120 9 SW6 29.8 1.2 01 4.2 4.2 5.2 5.2 0.0 0.0 0.0 0.0 None None - - 9 12,5 - - 1.0 126 9 SW6 12.0 1.2 0,1 1.8 1.6 2.1 2.1 0.0 0.0 0.0 0.0 None None - - 10 4.5 - - 1,0 126 9 SW6 4.0 1.3 0.1 0.6 0.6 0.8 0.8 0.2 0.2 0.9 0.9 MST37 MST37 - 11 20.7 - 1.0 126 9 SW6 20.2 12 0.1 2.9 2.9 3.5 3.5 0.0 0.0 0.0 0.0 None None 12 17.6 - 1,0 126 8 SW6 17.0 1.2 0.1 2.5 2.5 3.0 3.0 0.0 0.0 0.0 0.0 None None - - 13 16,1 - 1.0 126 9 SW6 16.2 12 0.1 2.3 2.3 2.9 2.9 0.0 0.0 0.0 0.0 None None - 14 22,5 - - 1.0 126 9 SW6 22.0 1.2 0.1 3.2 3.2 3.6 3.8 0.0 0.0 0.0 0.0 Now None - - 15 M3 - 1,0 126 9 SW6 17.8 12 0.1 2.8 2.6 3.1 3.1 0.0 0.0 0.0 0.0 None None - 16 9.5 1.0 126 9 SW6 9.0 12 0.1 1,3 1,3 1.6 1.6 0.0 0.0 0.0 0.0 None None - - 17 23.5 1.0 126 9 $W6 23.R 12 4.1 3.3 3.3 4,0 4.0 O.Q 0.0 0.0 0.0 None Nane N 1 16.5 14.5 224 1.9 1.0 129 10 SW6 160 12 0.1 2.3 2.3 2.6 2.B O.D 0.0 0.0 0.0 None None 376 39 1.0 129 10 SW6 17.7 12 0.1 2.6 2.6 3.1 3.1 0.0 0.0 0.0 0.0 None None - 1.0 129 10 SW6 22.0 1.2 0.1 3.2 32 3.8 3.8 0.0 0.0 0.0 0.0 None None - - 1.0 129 10 SW6 132 1.2 0.1 1,9 1.9 2.3 2-3 0.0 0.0 0.0 0.0 None None - - 1.0 129 10 SW6 13.2 1.2 0.1 1.B 1,9 2.3 2.3 0,0 0.0 0.0 0.0 None None - - I r 6 27.6 - - - 1.0 129 10 SW6 27.0 1.2 0.1 3.9 3.9 4.7 4.7 0.0 0.0 0.0 0.0 None None - 7 7.5 - - - 1.0 129 10 $We :7.0, 1.2 0.1 1.1 1.1 1.3 1.3 0.0 0.0 0.2 0.2 None None - - 8 15.6;' - - 1.0 129 10 Me 15.1 1.2 0.1 2.2 22 2.7 2.7 0.0 0.0 0.0 O.D None None 9 8.5 1.0 120 10 SW6 8.0 1.2 0.1 1.2 1.2 .1.5 1.5 0.0 0.0 0.0 0.0 None None 10 5 1.0 129 10 SW6 14.5 1.3 0.1 0.7 0.7 0.9 0.9 0.2 0.2 0.8 0.8 MST37 MST37 11 11.5 - - - 1.0 129 10 SW6 11.0 1.2 0.1 1.6 1.6 2.0 2.0 0.0 0.0 0.0 0.0 None None 12 11.3 - - 1.0 129 10 SW6 i10.8 1.2 0.1 .1.6 1.6 1.9 1.9 0.0 0.0 0.0 0.0 None None - - 13 27.7 - - - 1.0 129 10 SW6 27.2 1.2 0.1 3.9 &0 4.7 4.7 0.0 0.0 0.0 0.0 None None - - 14 27,7 1.0 129 10 SW6 27.2 1.2 0.1 3.0 3.9 4.7 4.7 0.0 0.0 0.0 0.0 None None 16 7 - - - 1.0 129 10 SW6 6.5 1.3 0.1 1.0 1.0 1.2 1.2 0.0 0.0 0.3 0.3 None None 16 22.6 - - 1.0 129 10 SW6 22.0 1.2 0.1 32 3.2 3.8 3.0 0.0 0.0 0.0 0.0 None None - 17 7- 1.0 129 10 SW6 8.6 1.3 0.1 1.0 1.0 12 12 0.0 0.0 0.3 0.3 None None 18 27.2. 1.0 129 10 SWO 28.7 1.2 0.1 3.8 3.8 4.7 4.7 0.0 0.0 0 OA Nona None 1 7.0 Alk 64.7 4.6 1.0 420 24 SW4 7.3 4.0 0.3 1.0 1.0 1.3 1.3 3.7 3.7 6.7 6.7 MST72 MST72 76.7 62 2 '3.7 - 0.9 454 24 SW4 3.2 4.4 0.4 0.5 0.5 0.6 0.6: 5.0 5.0 8.9 8.9 0.0 0.0 3 3.2- 0.8 525 24 SW3 2.7 4.5 0.4 0.4 0.4 0.5 0.5 5.3 5.3 9.3 9.3 0.0 0.0 4 4.4 1.0 420 24 SW4 34 4.3 0.3 0.6 0.6 0.7 0.7. 4.7 4.7 8.4 8.4 0.0 0.0 5 4.6 1.0 420 24 SW4 4.1 4.2 0.3 0.6 0.5 0.8 0.8 4.7 4.7 8.3 8.3 0.0 0.0 6 7.1 - 1.0 420 24 SW4 6.6 4.1 0.3 1.0 1.0 1.2 1.2 3.9 3.9 7.0 7.0 0.0 0.0 - 7 5.3 - 1.0 420 24 SW4 4.6 4.2 0.3 0.7 0.7 0.9 0.9 4.4 4.4 7.9 7.9 0.0 0.0 - 8 4 1.0 420 24 SW4 3.6 4.3 0.3 0.5 -0.5 0.7 0.7 4.9 4.0 8.7 6.7 0.0 0.0 9 6.3 1.0 420 24 SW4 4.0 4.2 0.3 0.7 0.7 0.9 0.9 4.4 4.4 7.9 7.9 0.0 0.0 10 3.5 0.9 480 24 SW3 3.0 4.4 0.4 0.5 0.5 0.6 0.6 5.1 5.1 9.0 9.0 0.0 0.0 11 37 - - 0.9 454 24 SW4 3.2 4.4 0.4 0.5 0.5 0.6 0.6 5.0 5.0 8.9 8.9 0.0 0.0 - 12 6.3 - - - 1.0 420 24 SW4 5.8 4.1 0.3 0.8 .0,8 1.0 1.0 4.1 4.1 7.4 7A 0.0 0.0 - - 13 4 - - 1.0 420 24 SW4 3.5 4.3 0.3 0.5 0.5 0.7 0.7 4.9 4.9 8.7 8.7 0.0 0.0 14 7 - 1.0 420 24 SW4 8.6 4A 0.3 0.9 0.9 1.1 1.1 3.9 3.9 7.1 7.1 0.0 0.0 - 15 3.5 - - - 0.9 400 24 SW3 3.0 4.4 0.4 0.5 0.5 0.6 0.6. 5.1 5.1 9.0 9.0 0.0 0.0 - 1 16 3.6 - - 0.9 486 24 SW3 3.1 4.4 0.4 0.5 0.5 0.6 0.6, 5.1 5.1 9.0 9.0 0.0 0.0 - - 17 SA 1.0 420 24 SW4 4.6 4.2 0.3 0.7 0.7 0.8 0.8 4.5 4.5 8.0 8.0 0.0 0.0 18 0 - 0.0 NA 24 #NIA -0.5 tl4SX1fN 0.0 0.0 0.0 0.0 0.0 4.1 4.1 #### #NO >tifNAlpf A'441g1AA - - 19 0 - - 0.0 NA 24 #NIA .0.5 VWNW 0.0 0.0 0.0 0.0 0.0 5.0 5.0 #### ##" kkMANp pA41W10 20 8.7 1.0 420 24 SW4 6.2 4.1 0.3 0.9 0.9 1.1 1.1 4.4 4.4 7.6 7.6 0.0 0.0 21 9.8 1.0 420 24 SW4 9.3 4.0 0.3 1.3 1.3 1.6 1.6 3.2 3.2 5.9 5.9 MST60 MST60 22 3.5 - - - 0.9 4B0 24 SW3 &0 4.4 0.4 0.6 0.5 0.6 0.6 5.1 5.1 9.0 9.0 0.0 0.0 - 23 4.5 - 1.0 420 24 SW4 4.0 4.2 0.3 0.6 0.6 0.7 0.7 4.7 4.7 8.3 6.3 0.0 0.0 24 '4.4 1_0 420 24 SW4 3.9 4.3 0.3 0.6 0.6 0.7 0.7 4.7 4.7 8.4 8.4 0.0 0.0 25 617 1.0 420 24 SW4 62 4.1 0.3 0.9 0.9 1.1 1.1 4.0 4.0 7.2 7.2 0.0 0.0 - 26 7- - - 1 0 420 24 SW4 6.5 4.1 0.3 0.9 0.9 1.1 1.1 3.9 3.9 7.1 7.1 0.0 0.0 - 27 4.7 - 1.0 420 24 SW4 4.2 4.2 0.3 0.6 :0.6 0.8 0.0 4.6 4.6 8.2 8.2 0.0 0.0 - - 28 4.7 - 1.0 420 24 SW4 42 4.2 0.3 0.6 0.6 0-8 0.8 4.6 4.6 8.2 8.2 0.0 0.0 - - 29 7.1 1.0 420 24 SW4 6.6 4.1 0.3 1.0 1.0 1.2 1.2 3.9 3.9 7.0 7.0 0.0 0.0 - - I 30 3.3 - 00 509 24 SW3 2.9 4.5 0.4 0.4 .0.4 0.5 0.5 5.2 5.2 9.2 9.2 0.0 0.0 - 31 3.5 0.9 4BO 24 SW3 3.0 4.4 0.4 0.5 0.5 0.6 0.6 5.1 5.1 9.0 9.0 0.0 0.0 32 5.3 - - - 1.0 420 24 SW4 4.8 4.2 0.3 0.7 0.7 0.9 0.9 4.4 4.4 7.9 7.9 0.0 0.0 - - 33 4 - 1.0 420 24 SW4 3.5 4.3 0.3 0.5 0,5 0.7 0.7 4.9 4.9 8.7 8.7 0.0 0.0 - - 34 -5.3 - - 1.0 420 24 SW4 4.6 4.2 0.3 0.7 0.7 0.9 0.9 4A 4A 7.9 7.9 0.0 0.0 35 3.5 0.9 480 24 SW3 3.0 4.4 0.4 0.5 0.5 0.6 0.6 5.1 5.1 9.0 9.0 0.0 0.0 36 3.3 0.8 509 24 SW3 2.5 4.5 0.4 0.4 0.4 0.6 0.5 6.2 5.2 9.2 9.2 0.0 0.0 37 7 t 1.0 420 24 SW4 8.6 4.1 11.3 11.9 0.9 1.1 1.1 3.9 3.9 7.1 7,1 0.0 0.0 - 38 '6.9 1.0 420 24 SW4 5.8 4.1 4? 4.6 O.B LO 1.0 4.1 4.1 7.4 7.4 0.0 0.0 E 157.0 395.8 39.2 519.3 61.1 Description Lower Floor Shear Walls By BTJ Date 05/24/18 1 X-Directlon Checked Date Scale NTS Sheet No. ENGINEERING 'rOfeC Smoker Point Apartments Job No. 5 S00e 200 2-0 3 Edmonds,WA 98020 18023.10 I � 1 Lower Rom$hear Walls•Walls Below the'Main Floor Fnmina - Y-Direction Wells Fy(EO)= 123.5 kips(Story Shear) Story HT 9 Fv(wind)= 49.3 kips(Story Shear) Wall HT 8 Max h/w 3.5 Wy= PLF seismic See. 0.77 W = 112?LF _f w41d I �UnoL-d EO Wlnd EO Wlnd Net Upllk Governln0 ED Wlnd Wall Well SW Trlb E!J EQ Wind SW Reduced Groea Groes as.las O.V❑L From Above Net U 9fl H.!d-down Line LlneLineMark Len Ih Wldlh 2wlh Sheer Shear Calloul HO Len Ih Uplift Uplift End I End End I End End I End End I End End I End I Load Load 1 A 12,3 13,75' 23-4 4,4 1.0 334 60 SW4 11.8 3.1 0.7 1.6 1.6 2.0 2.0 1.7 1.7 3.2 3.2 MST48 MST48 28.0 5.9 B 3.6 0.9 371 60 SW4 3.1 35 0.7 0.5 0.5 0.6 0.6 4.0 4.0 7.0 7.0 0.0 0.0 C 4.5 - 10 334 5o SW4 4.0 3.4 0.7 0.6 0.6 0.7 0.7 3.7 3.7 6.6 6.5 MST72 MST72 - D -4.5 1.0 334 60 SW4 4.1 3.4 0.7 0.6 0.6 0.8 0.8 3.7 3.7 6.4 6.4 MST72 MST72 E 7 - - 1.0 334 60 SW4 &0 32 0.7 0.9 0.9 1.1 1.1 3.0 3.0 5.3 5.3 MST60 MST60 F 5.3 1.0 334 60 SW4 4.8 313 0.7 0.7 0.7 0.9 0.0 3.4 34 6.0 6.0 MST60 MST60 J G -Ob, - - 1.0 334 60 SW4 9.0 32 0.7 1.3 1.3 1.6 1.6 2.4 2.4 4.3 4.3 MST60 MST6D 1 H 3.7 - - 0.9 361 50 SW4 32 3.6 0.7 0.5 0.5 0,6 0.6 4.0 4.0 7.0 7.0 0.0 0.0 - 1 6.3 - - 1.0 334 60 SW4 4.0 3.3 0.7 0.7 0.7 0.9 0.9 3.4 3.4 6.0 6.0 MST60 MST60 - J 4 - 1.0 334 50 SW4 3.6 3.4 0.7 0.5 0.5 0.7 0.7 3.9 3,9 6.8 6.8 0.0 0.0 - - K - 5.3 1.0 334 60 SW4 4.9 33 0.7 0.7 0.7 0.9 0.9 3.4 3.4 6.0 6.0 MST60 MST6D - L 3.5. 0.9 382 60 SW4 &0 38 0.7 0.5 0.5 0.6 0.6 4.1 4.1 7.1 7.1 0.0 0.0 - M 3A- - - - 0.9 393 50 SW4 2.9 3.5 0.7 0.6 0.5 0.6 0.6 4.1 4.1 7.2 7.2 0.0 0.0 N - 7 - 1.0 334 60 SW4 8.5 3.2 0.7 0.9 0.9 1.1 1.1 3,0 3.0 5.3 5.3 MST60 MST60 - Ir O 4.7 1.4 1U 50 SW4 42 3.4 07 8 OB 0.8 M 36 3F 6.4 6A MST72 MST72 I M 2 A 162° 10.75 8.0 1.8 1.0 115 22 SW6 16.4 1.1 0.3 2.4 2.4 '2.9 2.9 0.0 0.0 00 0,0 None None 13.4 3.7 B 18.2 1.0 115 22 SW6 17.7 1,1 03 2.6 2.6 3.1 3.1 0.0 0.0 0.0 0.0 None None C 16.7 - - 1.0 115 22 SW6 16.2 1.1 0.3 2.3 2.3 2.9 2.9 0.0 0.0 0.0 0.0 None None - ❑ 8.3: - 1.0 115 22 SW6 7.9 1.1 0.3 1.2 1.2 1.4 1.4 0.0 0.0 0.0 00 None None r E 22.6 - - 1.0 115 22 SW6 MO 1.1 03 3.2 32 3.8 3.8 0.0 0.0 0.0 00 None None - 1 F 6.6 - - 1.0 115 22 SW6 6.0 1.1 0.3 0.9 0.9 1.1 1.1 0,0 0.0 02 02 None None - 1 G 27.9 10 115 22 SW6 27.4 11 0.3 3.9 3.9 4.0 4.8 0.0 0.0 00 OO None None 3 A 22.3 1625,. 7.5 1.6 1.0 113 21 SW6 21.8 1.0 0.3 3.1 3.1 3.8 3,8 0.0 0.0 0.0 0.0 None None 12.5 3.3 B 17-2 - - 1.0 113 21 SWB 11.7 1.1 0.3 1.7 1.7 2.1 2.1 0.0 0.0 0.0 0.0 None None - - C 24.5 1.0 113 21 SW6 24.0 1.0 03 3.4 3.4 4.2 4.2 0.0 0.0 0.0 0.0 None None D 15.7 1.0 113 21 SW8 182 1.0 03 2.3 2.3 2.9 2.9 0.0 0.0 0.0 0.0 None None E 26.3 1.0 113 21 SW6 26.8 1.0 03 3.7 3.7 4.5 4.5 0.0 0.0 0.0 0.0 Nona None - F 8.0 1.0 113 21 SWe 0.3 111 0.3 1.2 1.2 1.5 1.5 0.0 O,D 0.0 00 None None 4 A 22.5 29 35.9 7.6 1.0 307 54 SW6 22.0 2.8 0.7 3.0 3.0 3.7 3.7 0.0 0.0 0.0 0.0 None Nona 44.2 10.9 B 3 0.8 409 54 SW4 2.5 3.3 08 0.4 0.4 0.6 0.5 3.6 3.6 6.6 6.6 MST72 MST72 C 8.3 1.0 307 64 SW6 5.8 3.0 07 0.8 0.8 1.0 1.0 2.5 2.5 4.7 4.7 MST60 MST60 D 4.7 - - - 1.0 307 64 SW6 4.2 3.1 0.8 0.6 0.6 0.8 0.0 3.0 3.0 5.5 5.5 MST60 MST60 - E 4 - - - 1.0 307 54 SW6 3.5 3.2 06 0.5 0.5 0.7 .0.7 3.2 3.2 5.6 5.8 MST60 MST60 - F 5.3 1.0 307 54 SW6 4.8 3.0 08 0.7 0.7 0.9 0.9 2.8 2.8 5.2 5.2 MST60 MST60 - G 7,6 - 1.0 307 54 SW6 7.0 3.0 07 1.0 1.0 1.2 1.2 2.3 2.3 4.2 4.2 MST60 MST60 - - I 1 H 5.3 1.0 307 54 SW6 4.B 3.0 0.8 0.7 0.7 0.9 0.9 2.8 2.8 5.2 5.2 MST60 MST60 1 3.4 0.9 361 54 SW4 2.9 3.2 06 0.5 0.5 0.6 0.6 3.5 3.5 6.2 6.2 MST72 MST72 - 1 4.7 1.0 307 54 SW6 4.2 3.1 0.8 0.6 0.6 0.8 0.0 3.0 3.0 5.5 5.5 MST60 MST60 K ,6.2 - - 1.0 307 54 SW6 5.7 3.0 0.7 OB 0.8 1.0 1.0 2.6 2.6 4.7 4.7 MST60 MST60 L 22.3 1.0 307 54 SW6 21.8 2.8 07 3.0 3.0 3.6 3.6 1.0 1.0 0.9 0.9 MST37 MST37 M 3 0.8 409 54 SW4 2.5 3.3 08 0.4 0.4 0.5 0.5 2.3 2.3 5.3 5.3 MST60 MST60 N 23 - 1.0 307 54 SW6 22.6 2.8 07 3.1 3A 3.8 3.8 0.0 0.0 0.0 0.0 None None - O 23 1.0 307 54 SW6 22.5 2.6 0.7 31 3.1 3.8 3.8 0.0 0.0 0.0 0.0 None None 1 5 A 23.2 26 21.0 5.4 1.0 305 66 SW6 22.7 26 08 2.8 2.8 3A 3.4 1.1 11 1-2 12 MST37 MST37 27.5 8.3 B 22 1.0 305 66 SW6 21.5 2.8 08 26 2.6 3.2 3.2 1.2 12 1.4 14 MST37 MST37 C 22:5 1.0 305 66 SW6 22.0 2.8 0,8 2,7 2.7 33 3.3 12 1.2 1.3 1.3 MST37 MST37 D 22.5 10 305 66 Swe 22.0 2,8 08 2.7 23 33 33 12 12 1.3 1.3 MST37 MST37 ( 6 A 23A 21' 17.0 43 1.0 210 45 SW6 230 1.9 0.6 2.8 2,8 3.4 3.4 02 02 00 DO None None 22.3 67 B 225. 1.0 210 45 SW 8 22.0 1.9 0.6 2.7 2,7 3.3 3.3 0.3 0.3 00 00 None None C 221! - - 1.0 210 45 SW6 22.0 1.9 0.6 2.7 2.7 3.3 3.3 0.3 0-3 00 00 None None - - D 25.8' - - 1.0 210 45 SW6 25.0 M OB 3.0 3.0 3.7 3.7 0.0 0.0 0.0 00 None None - II` E 12-1 1.0 210 45 SW6 11.8 20 O6 15 1.5 1.8 1.8 0.7 03 12 12 MST37 MST37 I 7 A 22.5 - 2" 18.6 4.8 1.0 267 58 SW6 22.0 2.5 0.8 2.7 2.7 3.3 3.3 0-8 0.8 06 06 MST37 MST37 24.4 7.5 f{ B 22-5 1.0 267 58 SW6 22.0 2.5 O.B 2.7 2.7 3.3 3.3 0.6 O.6 04 04 None None C 7zis - - - 1.0 267 58 SW6 22.0 2.5 0.8 2.7 2.7 3.3 3.3 0.7 0.7 0.5 0.5 MST37 MST37 - j D 41 1.0 267 58 SW6 3.7 2.7 00 0.5 0.5 0.6 0.6 2.2 22 4.4 4A MST60 MST60 E .16A. 1.0 267 58 SW6 15.3 2-5 0.8 1.9 1.9 2.3 2.3 O.B 0.8 1A IA MST37 MST37 F 4 1.0 267 58 SW6 35 27 0.0 O5 0.5 0.6 0.6 1.8 1.8 4.1 4.1 MST48 MST48 - 8 A _27 17.76 14.2 37 1.0 258 56 SW6 26.5 2.4 0.7 3.2 32 3.9 3.9 0.3 0.3 0.0 O. one one 187 5.6 B 72.5 1.0 258 56 SW6 22.0 2.4 0.7 2.7 2.7 3.3 3.3 0.7 0.7 04 OA None None C 23 1.0 258 56 Sw0 226 24 0.7 2.7 7 33 33 0,13 n a q a n 3 None None • I 9 A 224 17.6 254 26.4 1.0 399 254 SW4 22.0 37 3.3 30 3.0 37 3.7 0.1 0.1 OY 0.7 MST37 MST37 30.7 27-3 Il B 3.5 0.9 456 254 SW4 3.0 42 3.7 0.5 0.5 0.6 0.6 3.6 3.6 7.4 7.4 0.0 00 C 4.7 - - 1 0 399 254 SW4 4.2 4.0 3.6 0.6 0.6 O.8 0.8 3.7 3.7 7.1 7.1 00 00 D 4.9 - 1.0 399 254 SW4 4.4 4.0 3.6 0.7 0.7 0.8 0.8 3.6 3.6 7.0 7.0 00 00 E 0 00 NA 254 MA -0.5 NNNNNN 0.0 O.O 0.0 0-0 0.0 3.7 3.7 NNNN NNNN NNBMNN NNNWN F 0 00 NA 254 NWA -0.5 ONN" 0.0 00 0.0 00 0.0 3.7 3.7 NNN# On NNNXM NNNNNN l G 3.6 09 456 254 SW4 3.0 4.2 3.7 05 0.5 O.6 0.6 3.7 3.7 7.4 7.4 0,0 0.0 ` H 4.7 10 399 254 SW4 4.2 4.0 3.6 0.6 0.6 O.8 0.8 3.7 3.7 7.1 7.1 0,0 0.0 - !i I 3A 0.9 470 254 SW3 2.9 4.2 3.8 0.5 0.5 0.6 0.6 4.2 4.2 7.9 7.9 0.0 00 1 6 - - 1.0 399 254 SW4 5.5 3.9 3.5 0.B 0.8 1.0 1.0 33 3.3 6.4 64 MST72 MST72 K 23.6 1.0 399 254 SW4 23.1 37 3.3 32 3.2 39 3.9 0.0 0.0 0.5 05 MST37 MST37 ( 7- 10 A 0 4416 7.1 1.5 0.0 NA 84 #N/A -0.5 ###### 0.0 D.0 0.0 0.0 0.0 0.0 0.0 #### i##Nl 00,04 a ###### 11.9 3.2 B 0 - - 0,0 NA 84 #WA -0.5 A'##### 0.0 0.0 0.0 D.0 0.0 0.0 0.0 #### mm WON Rtl717AM'# - C 14.7 - 1.0 443 B4 SW4 14.2 4.1 1.1 1.7 1.7 2.1 2.1 0-0 0.0 2.4 2.4 MST37 MST37 D 12.2 1.0 443 64 SW4 11_7 42 11 14 1.4 1.0 1.e n,n n,0 2.7 2.7 MST37 MST37 11 A 25.5' 14.5 7.1 1.5 1.0 200 38 SW6 25.0 1.8 0.5 3.0 3.0 3.7 3.7 0,0 0.0 0.0 0.0 None None 11.9 3.2 B 0 - 0.0 NA 38 #NIA -0.5 $04" OD 0.0 0.0 0.0 0.0 0.0 0.0 #### #### NNRJIII# ##q#N# - - C 0 - - - 0.0 NA 38 #NIA -0.5 000" 0.0 0.0 0.0 0.0 0.0 0.0 0.0 #### Ow #!18##A ##Vf#IR# D 13.8 - - 1.0 200 3B SW6 13.1 1.9 0.5 7.6 1.6 2.0 2.0 0,0 0.0 0.3 0.3 None None - - E -20. 1-0 200 38 SW6 20.4 1.8 4.5 24 24 30 3.0 0A 0.0 0.0 0.0 None None 12 A -26.3 19.25 26.9 5.4 1.0 365 60 SW4 .25.8 3.3 0.8 3.1 3.1 3.8 3.8 0.2 0.2 0.4 0.4 None None 32.7 7.6 B 0.0 NA 60 #N/A -0.5 #####M 0.0 0.0 0.0 0.0 0.0 5.7 5.7 #### #### ###### plFpppp C 12- - - - 1.0 365 60 SW4 11.5 3.4 0.8 1.4 1.4 1.7 1.7 4.6 4.6 6.6 6.6 MST72 MST72 - D 4.2 - - 1.0 365 60 SW4 .3.7 3.7 0.9 0.5 0.5 0.6 0.6 5.1 5.1 8.3 8.3 0.0 0.0 E - - 0.0 NA 60 #N/A -0.5 #l/!f#AW 0.0 0.0 0.0 0.0 0.0 4.9 4.9 #### ###4 #'##### NNNOM - F 3 0.8 406 60 SW3 -2.5 3.9 0.9 0.4 0.4 0.4 0.4 0.0 0.0 3.6 3.6 MST48 MST48 - } (I G '3.7 - - 0.9 394 60 SW4 3,2 3.11 0.9 11A 0.4 0.5 0.5 5.1 5.1 B.4 8.4 0.0 0.0 - - H 30:3. 1.0 365 60 SW4 29.8 3.3 0.8 3.6 3.6 4.4 4.4 5.1 511 4.B 4.8 MST80 MST60 1 - - 0.0 NA 60 #NIA --0.5 4#Agp!# 0.0 0.0 0.0 0.0 0.0 4.9 4.9 ON #### #####p ###*to d - 10.3 1.0 365 60 SW4 9,8 34 U12 12 1.61F 2-2 2.2 4A 4.4 MSTOO MS760 13 A 26.3 10.6, 15.8 4.0 10 167 36 SW6 25A 1.5 0.5 3.1 3.1 3.8 3,8 0,0 00 0,0 0,0 None None 20.8 6.2 B 23.5 1.0 167 36 SW6 23.0 16 0.5 2.B 2.6 3.4 3.4 0.0 0.0 0,0 0,0 None None C 22.3 1.0 167 36 SW6 21.8 1,5 0.5 2.6 2.6 3.2 3.2 0,0 0.0 0.0 0.0 None None - D 20A - to 167 36 SW6 25.8 15 0.5 3.1 3.1 3.8 3.8 0.0 0.0 0.0 0.0 None None E 26.3 ? 167 3Q SWO 258 15 0.5 3.1 3.1 38 16 0.0 0-0 1 0.0 0.0 None None 114 A 22.6 23,6 18.6 4.8 1.0 363 79 SW4 22.0 3,3 1.0 2.7 2.7 3.3 3.3 1.8 1.8 2.4 2.4 MST37 MST37 24.4 75 B 22:5 - - - 1.0 3113 79 SW4 22.0 3,3 1.0 2.7 2.7 3.3 3,9 1.8 1,8 2.4 2.4 MST37 MST37 - - C 22.3 ?0 303 79 SW4 21.8 33 1 0 2B 26 32 32 1_6 1.6 2.5 2.5 MSTF MST37 it 15 A 26.2 23.6 18.6 4.8 1.0 268 59 SW6 25.7 2,5 00 3.1 3.1 3.6 3.8 0.4 0.4 0.0 0.0 None None 24.4 7.5 1 8 ..22b - - 1.0 268 59 SW6 22.0 2.5 00 2.7 2.7 3.3 13 0.0 0.8 0.6 0.6 MST37 MST37 - 5 C 224 - - - 10 268 59 SW6 21.0 2.5 0.8 2.6 2.6 3.2 3.2 0.8 0.8 0.6 0.6 MST37 MST37 - D 20.2 10 268 59 SW6 19.7 2.5 00 2.4 24 29 2.0 19 1.0 11 11 MST37 MST37 I `16 A 22.5' 215. 18.6 4.8 to 302 66 SW6 22.0 2.8 0.9 2.7 2.7 33 3.3 1.1 1.1 12 1.2 MST37 MST37 24.4 7.5 B 26 10 302 66 SW6 25.5 2.8 0.8 3.1 3.1 ��i 3.8 0.8 0 .8 05 0.5 MST37 MST37 C 22.3 t0 302 66 SW6 21.8 2.8 0.9 2.6 2,6 32 1.2 t2 13 1.3 MST37 MST37 - D 3.2 - 08 378 66 SW4 2.7 3.2 1.0 0.4 0.4 0.5 3.4 34 62 6.2 MST60 MST60E A.O 10 3O2 66 SW6 63 2p no 09 0.8 1.0 2.7 4,8 4: MST60 MST60 17 A 22:5 '20.75., 16-6 43 1.0 275 59 SW6 22A 25 O.B 2.7 2.7 3.3 3.3 09 0.9 0,7 0.7 MST37 MST37 21.8 6.6 1 B 22:6 1.0 275 59 SW6 22.0 25 0.8 2.7 2.7 3.3 3.3 0.9 0.9 0.7 0.7 MST37 MST37 C 22.3 - - 1.0 275 59 SW6 21.0 25 O.B 2.6 2.8 3.2 3.2 0-9 0.9 08 0.8 MST37 MST37 - - D 32 - 0.8 343 59 SW4 2.7 29 0.9 0.4 0.4 0.5 0.5 3.0 3.0 5.6 5.6 MST60 MST60 - - -� E 5.9 - 1.0 275 59 SW6 5.4 2,7 O.B 0.7 0.7 0.9 0.9 2.5 2.5 4.5 4.5 MST60 MST60 - I F 3 - 06 356 59 SW4 2.5 30 0.9 04 0-4 44 04 31 3.1 5.7 5.7 MST60 MST60,- - 18 A 22.5. 25.75 20.6 5.3 1.0 299 65 SW6 22.0 2.8 0-6 2.7 27 33 3.3 1.1 1.1 12 1.2 MST37 MST37 27.0 82 B 2" 1.0 299 65 SW6 22,0 2.8 0-8 2.7 27 33 33 1.1 1.1 12 1_2 MST37 MST37 C 22.3 10 299 65 SW6 21.8 2.8 0-8 2,6 2.6 3.2 3.2 1.1 1.1 1.2 1.2 MST37 MST37 D 23 to 2q9 U SW6 224 2.8 0.0 2.7 2.7 3.3 33 1,1 1,1 11 11 MST37 MTV 19 A 22.5 ".27.76 352 7.5 10 485 85 SW3 22.0 4.5 1.1 3.0 3.0 3.7 3.7 1.1 1.1 2.6 2.6 MST37 MST37 43.0 10.6 B 3.2 0 B 606 85 SW2 2.7 5.2 1.3 0.4 0.4 0.5 0.5 6.1 6.1 10.8 10.8 0.0 0.0 - - C ,6.3 1.0 485 85 SW3 AO 4.7 1.2 0.8 0.8 1.0 1.0 4.9 4.9 B.B 8.8 0.0 0.0 D 4.7 1.0 485 85 SW3 42 4.9 1 2 0.6 0.6 0.8 0.8 5.4 5.4 9.7 9.7 0.0 0.0 E 4.3 10 485 85 SW3 30 4.9 1 2 0.6 0.6 0.7 0.7 5.6 5,6 9.9 9.9 0.0 0.0 F 6.2 1.0 485 85 SW3 A7 4.7 1.2 0.8 0.8 1.0 1.0 4.9 4.9 6.8 8.8 0.0 0.0 G 6 10 485 85 SW3 4.5 4.8 1 2 0.7 0.7 0.8 0,8 5.3 5.3 9.5 9.5 0.0 0.0 - H 4.7 1.0 485 85 SW3 4.2 4.9 1.2 0.6 0.6 O.B 0.8 5.4 5.4 9.7 9.7 0.0 0.0 - - 1 4,1 1.0 485 85 SW3 3.6 5.0 1.2 0.5 0.5 0.7 0,7 5.6 5.6 10.1 10,1 0.0 0.0 J 62 1.0 465 65 SW3 4.7 4.8 12 0.7 0.7 0.9 0.9 52 5.2 9.4 9.4 0.0 0.0 K 22.5 10 AM 85 SW3 22.0 4.5 11 3.0 3.0 3.7 3.7 ?1 1.1 2.6 2.6 MST37 MST37 20 A 22.6 14. 89 1.5 i0 93 18 SW6 22.0 0-9 02 2.7 2.7 3.3 3.3 0.0 0.0 00 0-0 None None 11.6 3.1 B 8.7 - 1.0 93 18 SW6 8.2 0.9 02 1,0 1.0 1.3 U 0.0 0.0 00 0.0 None None C 30.3 1.0 93 18 SW6 298 09 02 3.6 36 4.4 4.4 0.0 0.0 0.0 0-0 None None D 21.3 1.0 93 18 SW6 26,8 0.9 0,2 32 3.2 3.9 3.9 0.0 0.0 00 00 None None E 12.2 - - 1.0 93 18 SW6 11.7 09 02 1.4 14 1.8 1.8 00 0.0 0.0 0.0 None None F -23 1.0 93 18 SW6 23.1 0.9 02 28 26 3A 34 0.0 0.0 0.0 0.0 None None 21 A 7.2 17.75 8.7 1.9 1.0 182 34 SW6 6.7 1.6 0.5 0.9 0.9 1.0 1.0 #### ####' ####'#### ##!f##JI 4Y#I### 14.7 3.9 B 222.5 1.0 182 34 SW6 22.0 1.7 0.4 2.7 2.7 33 3.3 0.0 0.0 D.0 0.0 None None C 12.6 - 10 182 34 SW6 12.1 1.7 05 1.5 1.5 1.0 1.8 0.2 0.2 0,5 0.5 None None - D 8.3 1.0 182 34 SW6 7.8 1.7 0.5 1.0 1.0 1.2 1.2 #### #INN! ###N #W 1-M - #AVWO E 22.5 1.0 182 34 SW6 22.0 1.7 0.4 2.7 2.7 33 33 0.0 0.0 0.0 0.0 None None E -7 - - ?1? 182 34 gw6 7.0 1.8 0_.5 0.9 09 11 11 !w#1! #k1Ff! iH1Hl1 illNH! p##p#pyy1y{ 22 A 12.3 14,75 240 44 1.0 3B1 57 SW4 11.8 36 0.6 1.6 1.6 2.0 2.0 2.2 2.2 4.1 4.1 MST48 MST48 26.9 6.1 B 3,8 09 423 57 SW4 3.1 40 0.8 0.5 0.5 0.6 0.6 4.6 4.6 8.1 8.1 0.0 0.0 - C 5.3 - - 1 0 351 57 SW4 4.8 38 0.6 0.7 0.7 0.9 0.9 4.0 4.0 7.0 7.0 0.0 0.0 - D 4 - _ 1.0 381 57 SW4 3.5 39 0.8 0.5 0.5 0-7 0.7 4.4 4.4 7.8 7.8 00 0.0 E 1.3 - 1.0 381 57 SW4 4.8 38 0.6 0.7 0.7 0.9 0.9 4.0 4.0 7.0 7.0 0.0 0.0 I F 1.7 0.9 412 57 SW4 3.2 40 0.8 0.5 0.5 06 0.6 4.5 4.5 8.0 8,0 00 0.0 ! G 9.0 10 3B1 57 SW4 9.1 36 11,11 1.3 13 1.6 1,6 2.8 2.8 5.2 52 MST60 MST611 H 3.7 - 1,11 412 57 SW4 3.2 4,0 0,1 0,5 0.5 0.6 0.6 4.5 4.5 8.0 8.0 0.0 0.0 - I 613 1.0 391 57 SW4 4.8 38 0.8 0.7 0.7 0.9 0.9 4.0 4.0 7.0 7 0 00 0.0 - J 4 - - 1.0 381 57 SW4 3.5 39 0.8 0.6 0.5 0.7 07 4.4 4.4 7.8 7,8 0.0 00 I z.03 5 K 6:9 1.0 3117 1 57 SWA 1 4,8 3B 0,8 0.7 0.7 0,8 0.9 4.0 4.0 - L0.9 435 67 SW4 3,0 4.0 0.0 0.5 0.6 0.8 0.8 4.6 4,8 B.2 0.2 - M B 423 57 SW4 3,1 4.0 0,8 0.5 0.5 0.6 0.8 4.6 4.8 8.1 - N 8.7 1.0 381 87 SW4 8.2 3.7 0.8 0.9 Q9 1.1 1.1 3.G 3.8 8.4 8.4 M5T72 MST72 S 439.5 395.8 110.6 519.3 160.2 C Description Lower Floor Shear Walls By BTJ Date 05/24/18 Y-Dlrectlon Checked Date ENGINEERING Seale NTS Sheet No. Project Smokey Point Apartments Job No. 250 4th Ave.South ,t7 3 ti suite 200 18023.10 ! ( � C r `Ne1d Lowsi floor Shear Welly-wa0i Below the Lover Floor Frarnleo X-Direction Walls Fa MID)= so.1 kipa(Story Shaer) Story HTa 10 F.(v4n1)1 23.1 kipa(Story Sheer) WoN HT= 9 ^ Mu hhv .77 11 Wx= PLF seismic See. 0.77 We= 147 PLF wind Line Load EQ Wind EQ Wind Net Uplift Governing �. E.d EQ Wind Well Well SW Trlb From Above EQ EQ Wind SW Reduced Grose Grose eso.la/ B6'DL F1a.^.S AFn_ve Net U^II!1 Hold-downLlne Lino a7.e Mark Lenalh W!dLh Er) Wlnrl 21v(h Shaer Shaer Calloul;HO Lenolh� U.I1R UoIIR End 1 End End II End End I!End I End I End EnLoad Load A 1 11.5 76.7 6.2 0.0 NA 29 #N1A -0.6 0111110111111 0.0 0.0 0.0 0.0 -0.0 8.4 8.4 #### ON 09#90 OWN 82,5 7.9 I 2 5.2 - - - 1.0 428 29 SW4 4.7 4.7 0.5 0.8 0.8 1.0 1.0 7.5 7.5 11.4 11.4 HDU14 HDU14 - 3 4,5 - 1.0 428 29 SW4 4.0 4.8 0.5 0.7 0.7 0.8 0.8 7.9 7.9 12.0 12.0 HDU14 HDU14 - - 4 6.5 - - - 1.0 428 29 SW4 5.0 4.7 0.4 0.0 0.6 1.0 1.0 7.3 7.3 11.2 11.2 HDU14 HDU14 + 5 5.3 - 1.0 426 29 SW4 4.8 4.7 0.5 0.6 0.8 1.0 1.0 7.4 7.4 11.3 11.3 HDU14 HDU14 11 6 7,3 1.0 428 29 SW4 6A 4.6 0.4 1.1 1.1 1.4 1.4 0.5 6.5 10.0 10.0 HDU14 HDU14 7 5.3 - - - 1.0 428 29 SW4 4.8 4.7 0.5 0.6 0.6 1.0 1.0 7.4 7.4 11.3 11.3 HDU14 HDU14 - - 8 41 - - - to 428 29 SW4 4.3 4.8 0.5 0.7 0.7 0.9 0.9 7.7 7.7 11.7 11.7 HOU14 HDU14 - - 9 3.4 - - - 08 566 29 SW3 2.9 5.0 0.5 0.5 0.5 :0.6 0.6 8.7 6.7 13.2 13.2 HDU14 HDU14 - - 10 3.7 0.8 520 29 SW3 32 4.9 0.5 0.6 0.6 0.7 0.7 8.4 8.4 12.8 12.8 HDU14 HDU14 - 11 &3 1.0 426 29 SW4 4.5 4.7 0.5 0.8 0.8 1.0 1.0 7.4 7.4 11.3 11.3 HDU14 HDU14 12 4 0.9 481 29 SW3 3.6 4.9 0.5 0.6 0.6 0.6 0.6 8.2 8.2 12.5 12.5 HDU14 HDU14 13 &3 - - 1.0 426 29 SW4 4.8 4.7 0.5 0.8 0.8 1.0 1.0 7.4 .7.4 11.3 11.3 HDU14 HDU14 - - 14 &S - - 0-6 550 29 SW3 3.0 6.0 0.6 0.5 0.5 0.7 .0.7 8.6 8.6 13.0 13.0 HDU14 HDU14 - 15 318 - 0.0 506 29 SW3 3.3 4.9 0.5 0.0 0.6 0.7 0.7 8.4 8A 12.7 12.7 HDU14 HOU14 - 16 5.3 10 428 29 SW4 4.6 4.7 0.5 0.8 0.8 1.0 1.0 7.4 7.4 11.3 11.3 HOU14 HDU14 17 4 0.9 481 29 SW3 3.5 4.9 0.5 0.6 0.6 0.8 0.8 8.2 8.2 12.5 12.5 HDU14 HOU14 18 5.3 to 428 29 SW4 4.6 4.7 0.5 0.8 0.8 1.0 1.0 7.4 7.4 11.3 11.3 HDU14 HDU14 19 3.8 - 0-8 506 29 SW3 3.3 4.9 0.5 0.6 0.6 0.7 0.7 8.4 8.4 12.7 12.7 HDU14 HOU14 - - 20 3S - - 0-6 550 29 SW3 3.0 5.0 0.5 0.5 0.5 0.7 0.7 8.6 8.6 13.0 13.0 HDU14 HDU14 - - ( 21 6.3 - - 1.0 426 29 SW4 4.8 4.7 0.5 0.8 0.8 1.0 1.0 7.4 7.4 11.3 11.3 HDU14 HDU14 - l+ 22 9.7 1.0 428 29 SW4 82 4.5 0.4 1.5 1.5 1.8. 1.8 5.5 5.5 8.5 8.5 HDU11 HDU11 23 3.9 0.9 493 29 SW3 3.4 4.9 0.5 0.6 0.6 0.7 0.7 8.3 8.3 12.6 12.6 HOU14 HDU14 24 5 - 1.0 428 29 SW4 4.5 4.8 0.5 0.8 0.0 0.9 0.9 7.6 7.6 11.6 11.6 HOU14 HDU14 - 25 4 0.9 481 29 SW3 3.5 4.9 0.5 0.6 0.6 0.8 0.8 8.2 8.2 12.5 12.5 HDU14 HDU14 - 26 5.3I - 1.0 426 29 SW4 4.8 4.7 0.5 0.8 0.8 1.0 1.0 7.4 7.4 11.3 113 HOU 14 HOU14 - - 27 3.5 0.8 550 29 SW3 3.0 5.0 0.5 0.5 0.5 0.7 0.7 8.6 8.6 13.0 13.0 HOU14 HDU14 28 3.8 0.8 506 29 SW3 13 4.9 0.5 0.6 0.6 0.7 0.7 8.4 8.4 12.7 12.7 HDU14 HDU14 29 6.3 - - 1.0 42B 29 SW4 &0 4.7 0.5 0.8 0.6 1.0 1.0 7.4 7.4 11.3 11.3 HDU14 HDU14 30 4 - 0.9 481 29 SW3 &5 4.9 0.5 0,6 0.6 0.6 0.8 8.2 8.2 12.5 12.5 HDU14 HDU14 - 31 5.3 - - 1.0 428 29 SW4 4.8 4.7 0.5 0.6 0.8 1.0 1.0 7A 11A 11.3 11.3 HDU74 4DU14 - 32 3.8 - - 0.8 506 29 SW3 &3 4.9 0.5 0.6 0.6 .0.7. 0.7 8.4 a.4 12.7 12.7 HDU14 HDU14 - 33 3.4 - 0.8 566 29 SW3 2.9 5.0 0.5 0.5 0.5 0.6 0.6 6.7 0.7 13.2 13.2 HDU14 HDU14 34 4.8 - 1.0 428 29 SW4 4.3 4.8 0.5 0.7 0.7 0.9 0.9 7.7 7.7 11.7 11.7 HOU14 HDU14 - - 35 6.3 - 1.0 428 29 SW4 4.8 4.7 0.6 0.8 0.8 1.0 1.0 7.4 7.4 11.3 11.3 HDU14 HOU14 - - _ 36 7.3 - - - 1.0 428 29 SW4 &8 4.6 0.4 1.1 1A :1.4 1.4 6.5 6.5 10.0 100 HOU14 HDU14 - 37 5A - 1.0 428 29 SW4 4.9 4.7 0.4 0.8 0.8 1.0 1.0 7.4 ;A 11.3 11.3 HDU14 HOU14 3B 6.5 1.0 42B 29 SW4 &0 4.7 0.4 0.8 0.8 1.0 1.0 7.3 7.3 11.2 112 HDU14 HDU14 39 4,6 1.0 428 29 SW4 4.0 4.8 0.5 0.7 0.7 0.8 0.8 7.9 7.9 12.0 12.1 HDU74 HDU14 40 5.2 - 1.0 42B 29 SW4 4.7 4.7 0.5 0.6 O.B 1.0 1.0 7.5 7,5 11.4 11.4 HDU14 HDU14 41 3.6 506 29 SW3 &3 49 0-5 06 0.6 07 07 &4 B.4 127 127 HDU1d HDU14 0 1 12.9. 14,8'_. 37.6 39 1.0 155 15 SW6 124 1.6 0.2 2.1 2.1 2.5 2.5 0.0 0.0 0.0 0.0 None None 45.0 6.1 2 22.2 1.0 155 15 SW6 21.7 1.6 0.2 3.6 3.6 4.3 4.3 0.0 0.0 0.0 0.0 None None 3 14.2 10 155 15 SW6 13.7 1.6 0.2 2.3 2.3 2.8 2.8 0.0 0.0 0.0 0.0 None None - 4 11.3 - 1.0 155 15 SW6 10.0 1.6 0.2 1.6 1.8 2.2 2.2 0.0 0.0 0.0 0.0 None None - + 5 7.2 10 155 15 SW6 6.7 1.7 0.2 1.2 1.2 1.4 1.4 0.2 0.2 0.8 0.8 HDU2 HDU2 6 22.6 1.0 155 15 SW6 22.0 1.6 0.2 3.6 3.6 4.4 4.4 0.0 0.0 0.0 0.0 None None 7 7 1.0 155 15 SW8 6.5 1.7 0.2 1.1 1.1 1.4 1.4 0.3 0.3 0.8 0.8 HDU2 HDU2 8 7.1 10 155 15 SW6 6.6 1.7 0.2 1.1 1.1 1.4 1.4 0.3 0.3 0.8 0.8 HDU2 HDU2 9 22.6 . 1.0 155 15 SW6 22.0 1.6 0.2 3.6 3.6 4.4 4.4 0.0 0.0 0.0 0.0 Nona None - 10 7 10 155 15 SW6 6.5 1.7 0.2 1.1 1.1 1.4 1.4 0.3 0.3 0.6 0.8 HDU2 HDU2 - - 11 7 - - 1.0 155 15 SW6 8.5 1.7 0.2 1.1 1.1 1.4 1.4 0.3 0.3 0.8 0.8 HDU2 HDU2 - - 12 10.9. 1-0 155 15 SW6 10.4 1.6 0.2 1.7 1.7 2.1 2.1 0.0 0.0 0.0 0.0 None None - 13 12.9 - 10 155 15 SW6 12.4 1.6 0.2 2.1 2.1 2.5 2.5 0.0 0.0 0.0 0.0 Nona None 14 22.6 : - 1.0 155 15 SW6 22.0 1.6 0.2 3.6 3.6 4.4 4.4 0.0 0.0 0.0 0.0 None Nona - 15 11.5 - 1.0 155 15 SW6 11.0 1.6 0.2 1.8 1.0 2.2 2.2 0.0 D.0 0.0 0.0 None None - 16 22.5 1.0 155 15 SW6 22.0 1.6 0.2 3.6 3.6 4.4 4.4 0.0 0.0 0.0 0.0 None None - {{{ `- 17 7.6 1.0 155 15 SW6 7.1 1.7 0.2 1.2 1.2 1.5 1.5 02 0.2 0.6 0.6 HDU2 HDU2 is 11.3 11.3 - 1.0 155 15 SW6 10A 1.6 0.2 1.8 1.8 2.2 22 0.0 0.0 0.0 0.0 None None - - 19 14.2 1.0 155 15 SW6 13.7 1.6 0.2 2.3 2.3 2.8 2.8 0.0 0.0 0.0 0.0 None None 20 22.2 1.0 155 15 SW6 21.7 1.6 0.2 3.6 3.6 4.3 4.3 0.0 0.0 0.0 0.0 None None 21 12.9 - - 1.0 155 15 I SW6 12A 1.0 02 2.1 2.1 2.5 2.5 0.0 0.0 0.0 0.0 1 None None - I - C 1 4 14.5, 37.6 3.9 0.9 148 13 SW6 3.5 1.5 0.2 0.6 0.6 0.8 0.0 0110 #### MW 0" k#?### #k#&# 45.0 fit f 1 2 23.6 10 131 13 SW6 23.0 1.3 0.2 3.8 3.6 4.6 4.6 0.0 0.0 0.0 0.0 None None j 3 26.5 1.0 131 13 SW6 26.0 1.3 0.2 4.2 4.2 52 5.2 0.0 0.0 0.0 0.0 None None 11 4 10.3 1.0 131 13 SW6 9.8 1.4 0.2 1.6 1.6 2.0 2.0 0.0 0.0 0.0 0.0 None None t ( 5 10.9 1.0 131 13 SW 8 10.4 1.4 02 1.7 1.7 2.1 2.1 0.0 0.0 0.0 0.0 None None - 6 10.9 1.0 131 13 SW6 10.4 14 02 1.7 1.7 2.1 2.1 0.0 00 0.0 0.0 None None 7 14.2 - 1.0 131 13 SW6 13.7 14 02 2.3 2.3 28 2.8 0.0 0.0 0.0 0.0 None None - - 8 22.6 - 1.0 131 13 SW6 22.0 1.3 02 3.6 3.6 4A 4.4 0.0 0.0 0.0 0.0 None None - 9 15.7 - - 10 131 13 SW6 15.2 1A 0.2 2.5 2.5 3.1 3.1 0.0 0.0 0.0 0.0 None None - 10 23.6 - 1.0 131 13 SW6 23.0 1.3 0.2 3.8 3.8 4.6 4-6 0.0 0.0 0.0 0.0 None Nona - •� 11 9.3 - - 1.0 131 13 SW6 8.6 1.4 0.2 1.5 1.5 1-8 1.8 0.0 00 0.0 0.0 None None - { 12 10.3 - - 1.0 131 13 SW6 9.8 1.4 0.2 1.6 1.6 2.0 2.0 0.0 0-0 0.0 0.0 None None 13 11.2 1.0 131 13 SW6 10.7 14 02 1.8 1.6 22 2.2 0.0 0.0 0.0 0.0 None None 1 14 11.1 10 131 13 SW6 10.6 14 02 1.8 1.8 22 2.2 0.0 D0 0.0 0.0 None None 2-fJ�� r 15 14.2 - 1.0 131 13 SW6 13.7 1.4 0.2 2.3 2.3 2.8 2.8 00 0.0 0.0 0.0 None None - - 16 11.2 - 1.0 131 13 SW6 10.7 1.4 0.2 1.6 1.8 2.2 2.2 0.0 0.0 0.0 0.0 None None 17 11.2 1.0 131 13 SW6 10.7 1.4 02 1.8 1A 22 2.2 0.0 0.0 0.0 0.0 None None 18 14.2 1.0 131 13 SW6 13.7 1A 0.2 2.3 2.3 2.6 2.6 0.0 0.0 0.0 0.0 None None 19 22.6 - - - 1.0 131 13 SW6 22.0 1.3 0.2 3.6 3.6 4.4 4.4 0-0 0.0 0-0 0.0 None None - - 20 9.7 - - 1.0 131 13 SW6 9.2 1A 02 1.6 1.6 1.9 1.9 0.0 0.0 0.0 0.0 None None - { 21 25,9 - 1.0 131 13 SW6 25.4 1.3 02 4.1 4.1 5.1 5.1 0-0 0.0 0.0 0.0 None None I 22 23.5 1.0 131 13 SW6 23.0 1.3 02 3.8 3.6 4.0 4.6 0.0 0.0 0.0 0.0 None None 23 02 1.0 131 13 SWfi 5.7 1.4 Ol 1.0 1.0 1.2 12 02 0.2 0.7 0.7 MDU2 HDU2 D 1 22.5 24.75 92.2 11.3 1.0 469 50 SW3 22.0 4.8 0.7 3.5 3.5 4.2 4.2 1.4 1.4 2.8 2.8 HDU2 HDU2 99.9 15.0 r 2 22.5 1.0 469 50 SW3 220 4.8 0.7 3,5 3.5 4.2 4.2 1.4 1.4 2.8 2.8 HDU2 HDU2 I 3 3.7 - 0.8 570 50 SW3 32 5.4 0.8 0.6 0.6 0.7 0.7 8.8 8.8 13.6 13.6 HOU14 HDU14 - - 4 5.3 1.0 469 50 SW3 4.6 5.2 0.0 0.8 .0.8 1.0 1.0 7.8 7.6 12.1 12.1 HDU14 HOU14 - 5 6.3 1.0 469 50 SW3 4.8 5.2 0.8 0.8 .0.8 .1.0 1.0 7.8 7.8 12.1 12.1 HDU14 HDU14 - 6 7.3 - - 1.0 460 50 SW3 6.8 5.0 O.B 1.1 :1.1 1.4 :1.4 8.B 6.0 10.7 10.7 HDU14 HOU14 - r 7 5.3 1.0 469 50 SW3 4.0 5.2 0.8 0,8 0.8 1.0 1.0 7.8 7.8 12.1 12.1 HDU14 HDU14 - - 1 6 4 0.0 527 50 SW3 3.5 5.4 OB 0.6 0.6 0.8 0.8 8.6 8.6 13.3 13.3 HDU14 HDU14 - 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- 10 5.3 - - 1.0 393 42 SW4 4.8 4.3 0.7 0.8 0.6 1.0 1.0 6.9 6.9 10.4 10.4 HDU14 HDU14 19 4 - - 09 442 42 SW4 3.5 4.5 0.7 0.6 0.6 0.8 0.8 7.6 7.6 11.6 11.5 HDU14 HDU14 - - 20 5.3 - - - 1.0 393 42 SW4 4.0 4.3 0.7 0.8 0.8 1.0 1.0 6.9 6.9 104 10.4 HDU14 HDU14 - - 21 7,3 1.0 393 42 SW4 6.0 4.2 0.6 1.1 1.1 .1.4 1.4 5.9 5.9 9.0 9.0 HDU11 HDU11 22 5.3 1.0 393 42 SW4 4.6 4.3 0.7 O.B 0.0 1.0 1.0 6.9 0.9 10.4 10.4 HDU14 HOU14 23 4 - 0.9 442 42 SW4 3.5 4.5 0.7 0.6 0.6 0.8 0.6 7.6 7.5 11.5 11.5 HDU14 HDU14 f24 5.3 10 393 42 SW4 4.8 4.3 0.7 0.6 0.8 1.0 1.0 6.9 6.9 10.4 10.4 HOU14 HDU14 - 25 5.7 10 393 42 SW4 5.2 4.3 0.6 0.9 0.9 1.1 1.1 6.7 6.7 10.1 10.1 HDU14 HDU 14 26 5.3 - 1.0 393 42 SW4 4,8 4.3 0.7 0.6 0.8 1.0 1.0 6.9 6.9 10.4 10.4 HDU74 HDU14 - 27 3.8 - - 0.8 466 42 SW3 3.3 4.5 0.7 0.6 0.6 0,7 0.7 7.0 7.B 11.7 11.7 HDU14 HDU14 28 22.5 - 1.0 393 42 SW4 22.0 4.0 0.6 3.6 3.5 4.2 4.2 0.7 0.7 1.2 1.2 HDU2 HDU2 - 29 226 1.0 393 42 SW4 22.0 e.n 06 3 a-5 5 42 4 2 0.7 0_7 12 12 HDU2 HOU2 I G 1 26.4. 14.5r 37.6 3.9 1.0 151 15 SW6 25.9 1.5 0.2 4.2 4.2 5.1 5.1 0.0 0.0 0.0 0.0 None None 45.0 61 2 26.9 - 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- I 34 6.3 10 462 32 SW3 4.6 5.1 05 0.6 0.8 1.0 1.0 7.9 7.9 12.2 12.2 HDU14 HDU14 35 3,6 00 595 32 SW3 &0 5.4 05 0.6 0.5 0.7 0.7 9.0 9.0 13.9 13.9 HDU14 HDU14 36 3.3 07 631 32 SW2 2.0 5.5 05 0.5 0.5 0.6 0.6 0.2 9.2 14.2 14.2 HOU14 HDU14 37 7 - - 1.0 462 32 SW 6.6 5.0 0,5 1.1 1.1 1.3 1.3 7.1 7.1 11.0 11.0 HDU14 HDU14 - 36 0.3.. 1 D 482 32 SW3 6.8 5.0 05 1.0 1.0 1.2 1.2 7.4 7.4 11.4 11.4 HDU14 HDU 14 I £ 157.0 519.3 64.1 579.4 84.2 1 Description Next Lower Floor Shear Walls By BTJ Date 05/24/18 X-Direction Checked Dale Scale NTS Sheet No. ENGINEERING Project Smokey Point Apartments Job No. 250 41h Ave.South p I Sulte 200 18023.10 Edmonds,WA 9B020 I I . 1. . Next Lower Floor ShearWalle-Walls II the Lower Floor Funding Y_D1ncyon Walls Fy(EO)= 0.1 kips(Story Shoo) Story HT a 10 Fy(wind)- 52.1 Woo(Story Shosr) Woo HT• 9 Max h/w 3.5 Wy= PLF seismic S . 0.77 Wv= 116 PLF WR4 Line Load EO Wind EO Wind Net UpllR 5 overnln9 EO Wind Well Wall SW 7rib From Ahaya EO EO Wind SW Reduced Gross Gross .so.t 9.6•n_L_ Frem Above Not U^llft Hold-down Line Line Line Mark Length Width EO Wlnd 2wlh Shear Shear Dalleul ND Length UlI Uplift End It End End I End I End III End I.End II -1 L End! End I Load Load 1 A 12.3 -,13.75 28.0 5.9 1.0 361 64 SW4 11.8 3.8 0.9 1.9 1.9 2.3 2.3 3.2 3.2 5.1 5.1 HDU5 HDU5 30.2 Z5 B 3.8 0.6 451 64 SW4 3.1 4.2 1.0 0.6 0.6 0.7 0.7 7.0 7.0 10.7 10.7 HOU14 HDU14 - C 4-54 - 1.0 361 64 SW4 4.0 4.1 1.0 0.7 0.7 0.8 0.8 6.5 6.5 9.8 9.8 HDU14 HDU14 D 4.6 1.0 361 64 SW4 4.1 4.0 1.0 0.7 0.7 .0.9 0.9 6.4 6.4 9.0 9.8 HDU14 HDU14 - E 7, 1.0 361 64 SW4 6.6 3.9 1.0 1.1 1.1 1.3 1.3 5.3 5.3 8.1 8.1 HDU11 HDU11 - F 5.3- - 1.0 361 64 SW4 4.8 4.0 1.0 0.8 0.8 1.0 1.0 &0 6.0 9.2 9.2 HDU11 HDU11 G 9.5- - - 1.0 361 64 SW4 9.0 3.8 0.9 1.6 1.5 1.8 1.8 4.3 4.3 6.6 6.6 HDU8 HDUB - H 17 - - 0.8 439 64 SW4 32 4.2 1.0 0.6 0.6 0.7 0.7 7.0 7.0 10.6 10.6 HDU14 HDU14 - i .6.3 - 1.0 361 64 SW4 4.8 4.0 1.0 0.8 0.8 1.0 1.0 6.0 6.0 9.2 9.2 HDU11 HDU11 - J 4- - - 0.9 406 64 SW4 3.6 4.1 1.0 0.6 0.6 0.0 0.8 6.6 6.8 10.3 10,3 HDU14 HDU14 F ' K 5.3 - - - 1.0 361 64 SW4 4.8 4.0 1.0 0.8 0.8 4.0 1.0 6.0 6.0 9.2 9.2 HDU11 HDU11 - L 35 - 0.8 404 64 SW3 3.0 4.2 1.0 0.5 0.5 0.7 0.7 7.1 7.1 10.8 10.8 HDU14 HOU14 - - M 3.4 - 0.8 478 64 SW3 2.0 4.2 1.1 0.5 0.5 0.6 0.6 7.2 72 10.9 10.9 HDU14 HDU14 N 1 1.0 361 64 SW4 6.5 3.9 1.0 1.1 1.1 1.3 1.3 5.3 5.3 6.1 8.1 HDU11 HDU11 - 0 4.7 1,0 361 1 64 SW4 4,2 4.0 1.0 0.7 0.7 0.9 11.9 O d I 5 d 9 7 9 7 La)I HDU14 2 A -16.9 1635. 134 37 1.0 137 34 SW6 :16.4 1.4 0.5 2.7 2.7 3.3 3.3 0.0 0.0 0.0 0.0 None None 16.1 5.6 B 182., 1.0 137 34 SW6 17.7 1.4 0.5 2.9 2.9 3.5 3.5 0.0 0.0 0.0 0.0 None None - C 16.7 - 1.0 137 34 SW6 16.2 1.4 0.6 2.7 2.7 3.3 3.3 0.0 0.0 0.0 0.0 None None D 8.3. 1.0 137 34 SW6 7.8 1.5 0.5 1.3 1.3 1.6 1.6 0.0 0.0 0.1 0.1 None None - r E 22.6 - - - 1.0 137 34 SW6 220 1.4 0.5 3.6 3.6 4.4 4.4 0.0 0.0 0.0 0.0 None None - F 6.6 - - 1.0 137 34 SW6 6.0 1.5 0.5 1.0 1.0 1.3 1.3 0.2 0.2 0.7 0.7 HDU2 HDU2 - C 27.9 1,Q 137 M SWR 77 4 1 4 0.5 4.5 4.5 5.4 5.4 0,0 0.0 9.9 0.0 Nnnn None 3 A 22:3',.,:16.25 12.5 3.3 1.0 135 33 SW6 21.8 1.4 0.5 3.6 3.8 4.3 4.3 0.0 J00000�0- F0.0 0.0 None None 15.0 5.1 B 12:2� _ _ 1.0 135 33 SW6 11.7 1A 0.5 2.0 2.0 2.4 24 0,0 0.0 0.0 None None C 215 _ 1.0 135 33 SW6 24.0 14 0.5 3.9 3.9 4.8 4.8 0.0 0.0 0.0 None None D 16:7 - - 1.0 135 33 SW6 16.2 1.4 0.5 2.7 2.7 3.3 33 0.0 0.0 0.0 Nona None - E 28.3 - - 1.0 135 33 SW6 25.0 14 0.5 4.2 4.2 5.1 5.1 0.0 0.0 0.0 None None Bb 1.0 135 33 SW6 8.3 1d 0 fi 1 4 1.4 17 1 7 0.0 0.0 0.0 None Nnnn 4 A 225 29 442 10.9 1.0 334 71 SW4 22.0 3.4 1.0 3.5 3.5 4.2 4.2 0.0 . 0.0 0.0 None None 46.2 143 B 3' - 0.7 502 71 SW3 2.6 4.0 12 0.5 :0.5 0.6 0.6 6.6 6.6 10.1 10.1 HOU14 HDU14 - C 8.3 1.0 334 71 SW4 6.8 3.6 1.1 1.0 1.0 1.2 1.2 4.7 4.7 7.4 7.4 HOU11 HDU11 D L7 1.0 334 71 SW4 4.2 3.7 1.1 0.7 0.7 0.9 0.9 5.5 5.5 8.5 8.5 HDU11 HDU11 E 4 _ 0.9 376 71 SW4 3.6 3.8 1,1 0.6 :0.6 0.8 0.8 5.8 5.8 9.1 9.1 HII HDU11 - F 6.3 - 1.0 334 71 SW4 4.8 3.7 1.1 0.8 0.8 1.0 1.0 5.2 5.2 6.0 6.0 HDU11 HOU11 - G 7.6 1.0 334 71 SW4 7.0 3.6 1.1 1.2 1.2 1.4 1.4 4.2 4.2 6.6 6.6 HDUB HDU8 - - H &3 - 1.0 334 71 SW4 4.8 3.7 1.1 0,8 0.8 1.0 1.0 5.2 5.2 8.0 8.0 HDU11 HDU11 - I 3A 0.0 443 71 SW4 2.9 3.9 1.2 0.5 0.5 0.6 0.6 6.2 6.2 9.6 9.6 HDU14 HDU14 - - J 4.7 - - 1.0 334 71 SW4 4.2 3.7 1.1 0.7 0.7 0.9 0.9 5.5 5.5 8.5 8.5 HDU11 HDU11 - - K 6.2 - 1.0 334 71 SW4 6.7 3.6 1.1 1.0 1.0 1.2 1.2 4.7 4.7 7.4 7.4 HOU11 HDU11 L 22.3, - - 1.0 334 71 SW4 21.8 3.4 1.0 3A .3.4 4.2 4.2 0.9 0.9 0.9 0.9 HDU2 HDU2 - M - 3 - 0.7 502 71 SW3 2.6 4.0 1.2 0.5 0.5 0.6 0.6 5.3 5.3 8.8 8.8 HDU11 HDU11 N 23 1.0 334 71 SW4 22.6 3.4 1.0 3.5 3.5 4.3 4.3 0.0 0.0 0.0 0.0 Nona None - D 23' 1.0 334 1 71 SW4 22.5 3.4 1,0 3.5 35 4?1 4.3 0.0 0.0 0.0 0.0 None None 5 A '232', _ 28 ,:: 27.5 8,3 1.0 340 90 SW4 22.7 35 1.3 39 39 48 48 12 1.2 ti7 0.7 HDU2 HDU2 30.7 114 B 22 - 1,0 340 90 SW4 21.5 35 1,3 3.7 3.7 4.5 4.5 1A 1.4 1.2 12 HDU2 HDU2 - C 22A' 1.0340 90 SW4 22.0 3.5 1,3 3,8 3.8 4.6 4.6 1.3 1.3 1.0 10 HDU2 HDU2 D 22.5 1.0 340 90 SW4 220 75 13 .1.63 R a ea en 13 13 10 1.9HL)L12 HDL12 6 A 23.5 ,:21, 22.3 6.7 1.0 234 62 SW6 23.0 2A 0.9 39 39 4.8 4.6 0.0 0.0 00 0.0 None None 24.9 9.2 B 22.5 1.0 234 62 SW6 22.0 24 0.9 38 38 4.64.6 0.0 0.0 0.0 0.0 None None C 22.6- - 1.0 234 62 SW6 220 2A 0.9 38 36 4.6 4.6 00 0.0 0.0 0.0 None None D 25.6 1.0 234 62 SW6 25,0 2A 0.9 4.3 4.3 52 5,2 0.0 0.0 0.0 0.0 None No IF123 1n 234 69- SW6 11.8 24 09 21 21 25 25 12 12 15 +5 HDU2 HDU2 7 A 225 2&6 244 7.5 10 298 60 SW6 22,0 30 11 38 3.8 4.6 4.6 O6 OA 00 00 None None 27.2 10.3 B 22.5 - 10 298 80 SW6 22.0 30 11 38 3.8 4,6 4.6 0.40.4 00 0.0 None None t C 22.5 1.0 298 80 SW6 22.0 30 11 3,8 3.8 4.6 4.6 05 0.6 D 0 00 None None D 4.2_ 0.9 319 80 SW4 3.7 3A 1.3 0.7 0.7 0,9 0.9 4.4 4,4 71 7.1 HOU11 HDU11 - E 1&8 - 1.0 298 80 SW6 15.3 3.1 1.2 2.7 2.7 32 3.2 1.4 1.4 18 1.8 HDU2 HDU2 IF4 09 315 nQ SW4 35 34 1.307 0.7 OB Oli 41 41 58 5R HDLa L HDUB 6 A 27 17,75 18.7 5.6 1.0 208 76 SW6 26.5 2.9 1.1 4.5 4.5 5.5 5.5 00 0,0 0.0 0.0 None None 20.9 7.8 B 22.6 _ 1.0 286 76 SW6 22.0 2,9 1.1 36 3.8 4.6 4,6 0.4 OA 0,0 00 None None - - C - 23 10 288 7(-. SWfi 225 20 1.1 39 39 47 47 03 03 00 nn Nnna None 9 A 22.5 17.5 30.7 27.3 1.0 383 242 SW4 22.0 3.9 3.5 3.5 3.5 4.2 4.2 0.7 0.7 1.2 12 HDU2 HDU2 333 294 B &5 08 493 242 SW3 310 4,5 4.0 0.5 0.5 0.7 0.7 7A 7,4 113 113 HDU14 HDU14 - - C 4.7 _ 1.0 3B3 242 SW4 4.2 43 3.8 0.7 0.7 0.9 0.9 7,1 7,1 106 10.5 HDU14 HOU14 - D 4.9 1'0 383 242 SW4 4.4 43 3.8 0.6 0.8 0.9 0.9 70 70 105 10.5 HOU14 HDU14 - E 0 - - 0.0 NA 242 ONIA -0.5 00000N 00 0.0 0.0 0.0 0.0 #M #### NW Ow III N#00011 F 0 - 0,0 NA 242 ONIA -0.5 ONWO 0.0 0.0 CO. 0.0 0.0 i##!# am 00N0 am 00AStl0N 00ptiNR _ . G &6 - 0 8 493 242 SW3 3.0 4 5 4.0 0.5 0.5 0.7 0.7 7.4 7.4 11.3 11.3 HDU14 HDU14 - H 0.0 NA 242 NNIA •0.5 0NN000 0.0 0.0 0.0 0.0 0.0 7.1 7.1 #ON 00N0 N00N0A I 2&5 - 1.0 3113 242 SW4 23.0 3.9 3.5 3.6 3.6 4.4 4.4 7.9 7.9 52 8.2 HII HDU11 - z,.DL/ 1.0 313 242 SW4 10.0 4.0 3.6 1.fi 1.6 2.0 2.0 6.4 6.4 B.B 89 HOUll HDUll - - ' K 13.7 1.0 383 242 SW4 13.2 4.0 3.6 2.1 2.1 2.6 2.8 0 2A 2.4 HDU2 HDU2 10 A 0 14.5 11.9 3.2 0.0 NA 134 ONIA .0.5 man 0.0 0.0 0.0 0.0 0.0 iN" ###O #### Oft, INgtpkO Aft" 14.3 4.9 B 0 - 0.0 NA 134 #NIA -0.5 WOM 0.0 0.0 0.0 0.0 0.0 ##a #M #### ON, c 9 - - - 1.0 548 134 SW3 8.5 6.8 2-0 1.5 1.5 1,8 1.8 0.0 0.0 4.3 4.3 HDU4 HDU4 - - 4 17 10 548 134 SW3 165 5.7 1.9 2.2 2.9 3.5 3.5 0,0 0,0 2.8 20 HDU2 HDU2 11 A 26.5 14.5. 11-9 3.2 10 195 48 SW6 25.0 2.0 0.7 4.3 4.3 52 52 0.0 0.0 0.0 0.0 None None 14.3 4.9 B 18.3 1.0 195 40 SW6 17.8 2.0 0.7 3.1 3.1 3.7 3.7 0.0 0.0 0.0 0.0 None None - - D 8.5 1.0 195 48 SWfi 0.0 2.1 0.7 1A 1.4 1.7 1.7 0.0 0.0 0.6 0.6 HDU2 HDU2 - - D 8.5 1.0 195 48 SW6 B.0 2.1 0.7 1.4 1.4 1.7 1.7 0.3 0.3 0.9 0.9 HDU2 HDU2 - - E 12.2 1.0 195 48 S. 117 20 0.7 2-1 21 26 2.6 0.0 4,4 0.0 0.0 None None 12 A 26,3 19.25 32.7 7.6 1.0 467 93 SW3 25.0 4.8 1.3 4.4 4.4 5.4 5.4 0.4 OA 0.8 0.8 HDU2 HDU2 35.6 9.9 B - 0.0 NA 93 #N1A .0.5 #11I7M71 0.0 0.0 0.0 0.0 0.0 #gtlp #### #### #### #AgYA" #ON##x - G 12 1.0 467 93 SW3 11.5 4.9 1.4 2.0 2.0 2.5 2.5 6.6 6.6 9.4 9.4 HDUll HDUll - D 4.2 0.9 501 93 SW3 3.7 5.3 1.5 0.7 0.7 0.9 0.9 8.3 8.3 12.9 12.9 HDU14 HDU14 - - E 4.7 1.0 467 93 SW3 4.2 5.2 1.4 0.8 0.8 1.0 1.0 0.0 0.0 4.4 4.4 HDU4 HDU4 - - F 3 0.7 701 93 SW2 2S 5.6 1.6 0.5 0.5 0.6 0.6 3.6 3.6 8.7 8.7 HOUll HDUll - - G 3.7 - - 0.8 568 93 SW3 32 5.4 1.5 0.6 0.6 0.8 .0.8 0.4 8.4 13.2 13.2 HOU14 HDU14 - H 8.5 1.0 467 93 SW3 0.0 5.0 1.4 1.4 1A 1.7 1.7. 4.8 '4.B 11.3 8.3 HDU11 HDU11 - - 1 5.3 1.0 467 93 SW3 4.8 5.2 1.4 0.9 0.9 1.1 .1.1 #### #### ###! #### ICpMm #N#dN# J A 4 10 4B7 93 SW3 79 5.0 14 1.4 1.4 1.7 '17 4.4 4.4 7.9 7.9 HDUll HDU11 13 A I 26 3 JOA_- 20.8 6.2 1.0 186 49 SW6 25.8 1.9 0.7 4.4 4A 5A J4.8 0.0 0.0 0.0 0.0 None None 23.2 6.5 B I 23.5 1.0 186 49 SW6 23.0 1.9 0.7 3.9 3.9 4.8 0.0 0.0 0.0 0.D None NoneD 22.3 - 1.0 186 49 SW6 21.0 1.9 0.7 3.7 3.7 4.6 0.0 0.0 0.0 0.0 None NoneD 263 - 10 186 49 SW6 25.8 1.9 0.7 4.4 4A 5.4 0.0 0.0 0.0 0.0 None NoneE 26.3 1p 186 49 SW 26.8 L9 01 d4 4.4 54 0-D 0.0 0.0 0.0 None None 14 A 2L5 23.5;: 24.4 7.5 1.0 405 109 SW4 22.0 4.1 1.6 3,8 3.6 4.6 . 2A 2.4 2.6 2.B HDU2 HDU2 27.2 10.3 B 22.5 - - 10 405 109 SW4 22.0 4.1 1.6 3.8 3.8 4.6 4.6 2.4 2A 2.8 2.8 HDU2 HDU2 - C _22.3 10 405 1 109 SW4 21.8 4.1 1.6 37 3.7 4A 4,6 25 15 2.9 2.9 HDU2 HDU2 15 A 26.2 23A 24.4 7.5 1.0 299 BO SW6 25.7 3.0 1.1 4A 4.4 5.4 5.4 0.0 0.0 0.0 0-0 None None 27.2 10.3 B 22.5 - 1.0 299 80 SW6 22.0 3,1 1.2 3b 3.6 4.6 4.6 0.6 0.6 00 0.0 None None - - G -22.3 1,0 209 80 SW6 21.8 3.1 1.2 3.I 3.7 4.6 4.6 0.6 0.6 0-0 0.0 None None - - D 20.2 1.0 299 80 SW6 19.7 3.1 12 3.4 3.4 4.1 4.1 11 11 0.7 1 0.7 HDU2 HDU2 16 A 72.5 23.5 24.4 7.5 1.0 337 91 SW4 22.0 3.4 1.3 3.8 3.8 4.6 4.6 1.2 1.2 0.9 0.9 HDU2 HDU2 27.2 10-3 B 26 - - - 1.0 337 91 SW4 25.5 3.4 1.3 4.4 4.4 5.3 5.3 0.5 0.5 0.0 0.0 None None C 22.3 - - 1.0 337 91 SW4 21.5 3.4 1.3 3.7 3.7 4.6 4.6 1.3 1.3 1.0 1.0 HDU2 HDU2 - D 3.2 - - 07 474 91 SW3 2,7 4.0 1.5 0.5 0.5 0.7 0.7 fi.2 6.2 9.6 9.6 HDU14 HDU14 - E 6.8 10 337 9? SW4 6.3 36 14 1.1 1.1 1.4 lA 4n 4.8 7.3 7.3 HQ i11 Hrnill 17 A 226 20,75 21.0 6.6 1.0 306 82 SW6 22.0 3.1 1,2 3.8 3.8 4.6 4.6 0.7 0.7 0.1 OA None None 24.3 9.1 B 225 - 1.0 306 82 SW6 22.0 3.1 12 3.8 3.0 4.6 4.6 0.7 0.7 0.1 0.1 None None - G 22.3 - - 1.0 306 82 SW6 21.8 3.1 1.2 3.7 3.7 4.6 4.6 0.6 0.6 0.1 0.1 None None D 3.2 - - - 0.7 431 82 SW4 2.7 3.6 1.4 0.5 0.5 0.7 0.7 5.6 5.6 8.7 6.7 HDUll HDU11 E 6.9 - 1.0 306 82 SW6 5.4 3.3 12 1.0 1.0 1.2 1.2 4.5 4.5 6.9 6.9 HDU8 HDU8 F 3 - - 0.7 460 82 SW4 2.5 3.7 1A 0.: 0.5 0.6 0.6 5.7 5.7 8.9 8.9 HDUll HOUll 16 A 22.6 25.75 27.0 0.2 1.0 334 89 SW4 22.0 3.4 1.3 3.8 3.8 4.6 4.6 1.2 1.2 0.8 0.8 HDU2 HDU2 30.1 112 B 22.6 - - 1.0 334 89 SW4 22.0 3.4 1.3 3.8 3.8 4.6 4.6 1.2 1.2 0.B 0.8 HDU2 HDU2 D 22.3: - 1.0 334 89 SW4 21.8 3.4 1.3 3.7 3.7 4.6 4.6 1.2 1.2 0.9 0.9 HDU2 HDU2 - D 23 1.0 3-U B9 SW4 22.5 34 1,1 3 9 3.9 d 7 d 7 11 11 0.6 0.6 HDU2 HDU2 19 A •22b 27.76 43.0 10.6 1.0 527 112 SW3 22.0 54 1.6 3.8 3.8 4.6 4.6 2.6 2.6 4.2 4.2 HDU4 HDU4 468 13.9 B 12 - 0.7 741 112 SW2 2.7 62 1.9 0.5 0.5 0.7 0.7 10.8 10.8 16.6 16.6 0 0 - D 8.3 - - 1.0 527 112 SW3 5.8 57 1.7 1.1 1.1 1.3 1.3 B.6 8.8 13.4 13.4 HDU14 HDU14 - D 4.7 - - 1.0 527 112 SW3 4.2 5.9 1.8 0.8 0.8 1,0 1.0 9.7 9.7 14.8 14.8 0 0 - E 4.3 - - 1.0 552 112 SW3 3.6 60 1.8 0.7 0.7 0.9 0.9 9.9 9.9 15.2 15.2 0 0 - F 6.2 - 1.0 527 112 SW3 6.7 57 1.7 1.0 1.0 1.3 1.3 8.8 8.8 13.5 13.5 HDU14 HDU14 - G 5 - - - 1.0 527 112 SW3 4.5 5,9 1.7 0.8 0.8 1.0 1.0 9.5 9.5 14.5 14.5 0 0 - H 4.7 - 1.0 527 112 SW3 4.2 5.9 1.8 0.8 0.6 1.0 1.0 9.7 9.7 14.B 14.8 0 0 - 1 4.1 - 0.9 579 112 SW3 3.6 60 1.6 0.7 0.7 0.8 O.B 10.1 10.1 15.4 15.4 0 0 - J 6.2 - - 1.0 527 112 SW3 4.7 5 B 1.7 0.9 0.9 1.1 1.1 9.4 9.4 14.3 14.3 HDU14 HDU14 - K '22.5 1.0 527 112 SW3 22.0 S4 1.6 3.8 3.8 4.6 4.6 2.6 26 4J Q Hnlld HDU4 20 A 13 - E11.6 3.1 1.0 111 27 SW6 22.0 1.1 0.4 3.8 3.8 4.6 4.6 0.0 0.0 0.0 0.0 None None 139 4.7 B - 1.0 111 27 SW6 8.2 1.2 0.4 1.5 1,5 1.8 1.8 0,0 0.0 DO 0.0 None None - C 1.0 111 27 SW6 29.8 1.1 0.4 5.1 5.1 62 8.2 0.0 0.0 0.0 0.0 Nana None - D 1.0 111 27 SW6 26.8 1.1 0.4 4.6 4.6 5.6 5.6 0,0 0.0 D.0 0.0 None None -1.0 111 27 SW6 11.7 1.2 0.4 2.1 2.1 2.5 2.5 0.0 0.0 0.0 0.0 None NoneF 1.0 111 27 SW6 231 1 1 DA 4.0 4.0 42 4.8 0.0 0.0 0.0 0.0 None None 21 A 7.2 17.76 14.7 3.9 1.0 218 53 SW6 6.7 2.3 0.8 1.2 1.2 1.5 1.5 #### *W #J##! #### OWN# #N#AYM 17.5 6.0 B :22.5 1.0 218 53 SW6 22,0 22 O,B 3.8 3.8 4.6 4.6 0.0 0.0 0.0 0.0 None None - D 12.6 - - - 1.0 216 53 SW6 12.1 2,3 0.8 2.1 2.1 2.6 2.6 0.5 0.5 0.6 0.6 HDU2 HDU2 - - D 5.3 - - - 1.0 218 53 SW6 7.8 2.3 0.8 1.4 1.4 1.7 1.7 #### #### #### ON pp#gC# » E 22.5 - - - 1.0 216 53 SW6 22.0 22 0.8 3.8 3.8 4.6 4.6 0.0 0.0 0.0 0.0 None None E 7.5 1.0 218 .53 SW6 70 23 17 1.3 15 _ __ 08_ 15 ,.....,. ##O# #M M# NORJI'1f# C#It### 22 A 12.3 14.75 28.9 6,1 1-0 412 74 SW4 11.8 4.3 1.1 1.9 1.9 2.3 2.3 4.1 4.1 6.5 6.5 HDU8 HDUB 31.3 TO B 3.6 0.8 515 74 SW3 3.1 4.8 1.2 0.6 0.6 0.7 0.7 8-1 0.1 12.3 12.3 HOU14 HDU14 - - D 5.3 - 1.0 412 74 SW4 4.6 46 1.1 0.8 O,B 1.0 1.0 7.0 7.0 10.6 10.8 HDU14 HDU14 - D 4 - - 0.9 464 74 SW3 3.5 4.7 1.2 0.6 0.6 0,6 0.6 7.8 7.8 11.9 11.9 HDU14 HDU14 - E 6.3 - 1.0 412 74 SW4 4.8 4,6 1.1 O.B 0.8 1.0 1.0 7.0 7.0 10.6 10.8 HDU14 HDU14 - F V - 0.8 502 74 SW3 3.2 4,8 1.2 0.6 0.6 0.7 0.7 8.0 8.0 12.2 12.2 HDU14 HOU14 - G 9.8 - - 1.0 412 74 SW4 9.1 4.4 1.1 1.5 15 1.8 1.8 5.2 5.2 8.0 8.0 HDU11 HDUll - H 3.7 - - - 0.8 502 74 SW3 3.2 4.0 1.2 0.6 0.6 0.7 0.7 8.0 1 0.0 12.2 12.2 HDU14,HDU14 - Z .D �� I� I ` 11 I 1 I I I I b.3 10 412 14 SW4 4.8 4.6 1��l 0.8 0.1 1.0 1.0 7.0 7,0 10.8 10,8 HDU14 HDU14 1 4 0.9 464 74 SW3 _:3.5 4.7 12 0.fi :0.fi 0.8 O.b 7.8 7.b 11.9 11.9 HDU14 HDU74 - { K 5.3 1.0 412 74 SW4 4.8 4.6 1J 0.6 -0.8 1.0 1.0 7.0 7.010.8 HDU14 HDU14 11 L 3.5 0A 530 74 SW3 3.0 4.b 0,5 :0.5 0,7 0.I b.2 b.2 12.4 12A HDU14 HOU14 M 3,6 - 08 616 74 SW3 3.1 4.8 1.2 0.6 0.8 0.7 0.7 8.1 b.1 12.3 12.3 HDU14 HDU14 - - N 6.7 - - 1.0 412 74 SW4 6.2 4.5 1.1 1.0 6A 6.4 9.8 9.8 HDU74 HOU14 L 439.5 619.3 160.2 679A 212.2 I Description Next Lower Floor Shear Walls BY BTJ Dale 05/24/18 Y-Direction Checked Dale Scale NTS Sheet No. l ENGINEERING Project Smokev Point ADartments Job No. 250 4lh Ave.South Sulte 200 18023.10 2 .p ll 2- Edmonds,WA 90020 I l L L I� L l� (' r' r f r r r r r r f I: C L L L L L C L L G�'TY �4 City of Arlington FLC ffulE 3 @[F 4� o HIIMDd • Public Works �" ING�02 238 N. Olympic • Arlington, WA 98223 DATE roe No. ❑Administration ❑Maintenance & Operations ATTENTION ❑Engineering ❑Utilities TO RE: �Iv WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via the following items: > ❑ Shop drawings ❑ Prints 0 Plans ❑ Samples L7 Specifications ❑ Copy of letter ❑ Change order O COPIES DATE NO. DESCRIPTION r" `1 1 THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution ❑ As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ ❑ FORBIDS DUE 20 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS COPY TO SIGNED: If enclosures are not as noted,kindly notify us at once. City of Arlington dC 44C G3 OO 1F VnLaG]1M0VVLa1 • Public Works 7 1NG"o2 238 N. Olympic •Arlington, WA 98223 DATE JOB NO. ❑Administration ❑Maintenance & Operations ATTENTION I I f ❑Engineering ❑Utilities _ TO RE: i 7 WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change order ❑ COPIES DATE NO. DESCRIPTION THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution ❑ As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ ❑ FORBIDS DUE 20 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS COPY TO SIGNED: If enclosures are not as noted,kindly notify us at once. G�TY �� City of Arlington [LCE44CEN OO [F 4 D e G�JQ3CV=La1L • Public Works �k� NNG�G 238 N. Olympic •Arlington, WA 98223 DATE JOB NO. ❑Administration ❑Maintenance & Operations ATTENTION ❑Engineering ❑Utilities TO ' —' RE_ WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change order ❑ COPIES DATE NO. DESCRIPTION THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution ❑ As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ ❑ FORBIDS DUE 20 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS COPY TO SIGNED: If enclosures are not as noted,kindly notify us at once. VM SAFEbuilt, 1621 114`h Ave. SE,Suite 219 Bellevue,WA 98004 ARLINGTON 425-818-4182 RETURN TRANSMITTAL Date: 04/30/19 The following projects have been reviewed and have been deemed complete. Separate document lists are included for each permit for your use in quality control. Invoicing will be done separately and will be pursuant to the services contract. PERMIT# TYPE OF PERMIT COMMENTS 1 BLD2353 CEDAR POINT 2 sets of plans, 2 sets of all applicable documents returned 2 3 4 5 6 7 8 SAFEbuilt Contact Information: Name: Adrian Jones Email: ajones@safebuilt.com Phone: 425-954-0311 RECEIVED: BY Sign ture Date �j. Printed Name SAFEbuilt Washington Bellevue Office✓ Y 0f, City of Arlington CLCE44IEn OO CF 4 E o HIQ3 OT711 • Public Works 7k�� <02 238 N. Olympic •Arlington, WA 98223 DATE _1oe NO. ❑Administration ❑Maintenance & Operations ATTENTION ❑Engineering ❑Utilities TO �� RE: r Ir14 i r7 WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change order COPIES DATE NO. DESCRIPTION THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution ❑ As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment O ❑ FORBIDS DUE 20 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS _ COPY TO SIGNED: If enclosures are not as noted,kindly notify us at once. i'lCity of Arlington ILMTT n OO IF 4 D s I�]�WUVWULPublic Works 238 N. Olympic *Arlington, WA 98223 DATE .JOB NO. ❑Administration ❑Maintenance & Operations ATTENTION TO ❑Engineering ❑Utilities RE. NYIF TY V1 4 C WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change order ❑ COPIES DATE NO. DESCRIPTION THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution ❑ As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ ❑ FORBIDS DUE 20 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS COPY TO SIGNED: If enclosures are not as noted,kindly n us at once. SAFEbuilt, 1621 114u'Ave. SE, Suite 219 Bellevue,WA 98004 425-786-0001 www.SAFEbuilt.com PLAN REVIEW TRANSMITTAL Date: 7-30-2019 RETURN OF CEDAR POINT ORIGINAL DATE BUILDING PERMIT# PERMIT OF RECEIPT REVIEW COMMENTS 1 2018 COMM 7/25/2019 LOU TRUSS SHEETS 2 1 3 I 4 5 6 SAFEbuilt Contact Information: Main DAVID SPENCER Name: Lou Whitford Email: LwhitfordCaD-safebuilt.com Phone: 206-503-5948 RECEIVED BY: ig ature Date Printed Name SAFEbuilt Washington Bellevue Office✓ SAFEbuilt, 1621 1141`Ave. SE,Suite 219 Bellevue,WA 98004 425-786-0001 www.SAFEbuilt.com PLAN REVIEW TRANSMITTAL Date: 7-30-2019 RETURN OF CEDAR POINT ORIGINAL DATE BUILDING PERMIT# PERMIT OF RECEIPT, REVIEW COMMENTS 1 2018 COMM 7/25/2019 LOU TRUSS SHEETS 2 3 4 5 6 SAFEbuilt Contact Information: Main DAVID SPENCER Name: Lou Whitford Email: Lwhitford(c),safebuilt.com Phone: 206-503-5948 REC IVED BY: nature Date Printed Name SAFEbuilt Washington Bellevue Office✓ Y City of Arlington d IpnITTVIEn (O 4 e O-5N0TT11 • Public Works 7Ri, oil 238 N. Olympic •Arlington, WA 98223 DATE a '_ cos No ❑Administration ❑Maintenance & Operations ATTENTION ❑Engineering ❑Utilities TO 1 � RE: WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change order ❑ COPIES DATE NO. DESCRIPTION THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution ❑ As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ ❑ FORBIDS DUE 20 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS COPY TO SIGNED: If enclosures are not as noted,kindly notify us at once. G�TY °� City of Arlington dIEUTEn OF 4 R aHOMVUzRL • Public Works 0Z 238 N. Olympic •Arlington,WA 98223 DATE �� j I ,f JOB NO. ❑Administration ❑Maintenance & Operations ATTENTION TO ❑Engineering ❑Utilities RE:��! I' '�- Pla v 4-: Yc -A V I WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change order ❑ COPIES DATE NO. DESCRIPTION THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution ❑ As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ ❑ FORBIDS DUE 20 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS COPY TO l f SIGNED: If enclosures are not as noted,kindly notify us at once. City of Arlington [LINUT n OO [P • Development Services Iwc'�o2 238 N. Olympic • Arlington, WA 98223 DATE JOB NO. ❑Administration ❑Building ❑Engineering ATTENTION ❑Planning ❑Utilities TO RE: WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change order ❑ COPIES DATE NO. DESCRIPTION THESE ARE TRANSMITTED as checked below: ❑ For approval Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution ❑ As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment ❑ ❑ FOR BIDS DUE 19 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS COPY TO SIGNED• t if enclosures are not as noted,kindly notify us at once. Y City of Arlington [LCE44CEn OO CF 4 H1Q3 VULad Development Services 238 N. Olympic • Arlington, WA 98223 DATE JOB NO. DAdministration ❑Building ❑Engineering ATTENTIOON��� ��4 ❑Planning ❑Utilities TO RE: WE ARE SENDING YOU ❑ Attached ❑ Under separate cover via the following items: ❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications ❑ Copy of letter ❑ Change order ❑ COPIES DATE NO. DESCRIPTION Il .l2l� � 1rrll.� THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval ❑ For your use ❑ Approved as noted ❑ Submit copies for distribution ❑ As requested ❑ Returned for corrections ❑ Return corrected prints ❑ For review and comment p ❑ FORBIDS DUE 19 ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS O_Mwl On COPY TO SIGNED- If enclosures are not as noted,kindly notify us at one . 1 MAJVnMA Submittal #41 .2 AMWA Construction,Inc. Project: SPCN- CEDAR POINTE 30141 Agoura Rd.Suite. 100 17309 40th Avenue NE Agoura Hills,California 91301 Arlington,Washington 98223 Phone: (818)706-0694 Fax: (818)706-3050 Truss Shop Drawings SPEC SECTION: SUBMITTAL MANAGER: Jill Blegen (AMCAL General Contractors, Inc.) STATUS: Open DATE CREATED: 06/27/2019 ISSUE DATE: 06/27/2019 REVISION: 2 RESPONSIBLE WB Construction, Inc. RECEIVED FROM: Wade Brown CONTRACTOR: RECEIVED DATE: 06/27/2019 SUBMIT BY: FINAL DUE DATE: 06/3/2019 LOCATION: SUB JOB: COST CODE: APPROVERS: Joe Galusha(CG ENGINEERING,PLLC) BALL IN COURT: Jill Blegen(AMCAL General Contractors,Inc.) DISTRIBUTION: Charlie Morgan (Charles Morgan&Associates) ,Misty Klink (Charles Morgan&Associates), Derrick Gregory (AMCAL General Contractors, Inc.),Chevy Chase (CG ENGINEERING,PLLC) ,Maureen Burford (AMCAL General Contractors,Inc.) ,Jill Blegen (AMCAL General Contractors,Inc.) , Randy Bergquist (AMCAL General Contractors,Inc.) DESCRIPTION: Revised truss shop drawings. ATTACHMENTS: Truss Shms.odf SUBMITTAL WORKFLOW NAME SUBMITTER/ SENT DATE DUE DATE RETURNED RESPONSE ATTACHMENTS COMMENTS APPROVER DATE Please see attached. Joe Galusha Approver 6/27/2019 6/3/2019 6/28/2019 Approved Joe Galusha, PE,SE, CG Engineering 06.28.2019 —r- ` Received JUL 0 9 2019 BY DATE COPIES TO AMWA Construction, Inc. Page 1 of 1 Printed On:06/28/2019 11:08 AM ALLIANCE TRUSS ) 890 Riverside Road,Abbotsford, B.C. V2S 7P6 - Bus: (604)850-3522 - Fax: (604)850-3533-craig@alliancetruss.com LETTER OF TRANSMITTAL TO: IDA-PAC DATE: June 27, 2019 1770 SPANISH SUN WAY FILE NO: Alliance#25191 MERIDIAN, ID 83642 PROJECT: Cedar Pointe Apartments 3905 172nd Street NE ATTN: TATE KOENIG Ph: (800) 231-2310 Arlington, WA We are sending you via: ❑ Courier ® E-Mail ❑ Fax ❑ Hand Copies Date No. Description 1-Set June-27-2019 Roof Truss Shop Drawings and Layout (Submittal#3) These are transmitted: ® For approval ❑ As requested ❑ For your use ❑ For review and comment ❑ Approved ❑ Returned with corrections Remarks: Please forward to the Architect and Engineer as required for approval, and send back a copy of their review. Thank you. Copy to: k, Signed: Craig Westerberg M iTek7 MiTek Canada, Inc. 100 Industrial Road Bradford, ON, Canada L3Z 3G7 Phone (905) 952-2900 Toll Free (800)268-3434 Re: 25191 IDA-PAC-3905 172nd St NE-Arlington-WA The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Alliance Truss (CA). Pages or sheets covered by this seal: U1351092 thru U1351494 My license renewal date for the state of Washington is February 17,2020. r �- ? '39586 , r Gr.�, t•rsrctn��. `�. June 14,2019 Garcia, Juan IMPORTANT NOTE:The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s)identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown(e.g.,loads,supports,dimensions,shapes and design codes),which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or Received TRENCO's customers file reference purpose only,and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the JUL 0 9 2019 applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. IJOb Truss sType City Ply :PAC-3905 172nd St NE-Arlington-WA U1351092 25181 Al Monopitch 184 1 1 Lob Reference op lonat) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:66:24 2019 Page 1 I D:rCTm K6iuyDTtyZuzrFbeDzl U Sd-ShkDd9vA5ykB8C22LcitpBfJslzTKwe9lbe3n?z7Ksb 1-10$ 6-5-0 12-0-8 17-8-0 23-" 263-0 1-10-8 - - 6-5-0 I 5�7$ r 5,7.8 5_10-0 - 2-9-0 -{ H 4.12 `1_ 2x4 11 Soele=1:48.6 G 4x4 -AR 4x6 E f �' i 3x4 5 c4 D \ ,.Sx4��%� rT [�f L K J P 0 F1 30 = 34 = 40 = 3x6 = 3x6 8 3 8 15-9-8 _ _ 23-6-0 _ 8-3-8 i 7.641 7-3.6 Plate Offsets(X,Y}._.-LB:0-0-8,0-0-0],[E:0-3 O,EdgeJtIF:0-1-12,0-2-0j,[G 0-2-9,8,[J:0-2-0.0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL) -0.20 I-J >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 I BC 0.96 Vert(CT) -0.34 L-O >814 180 TCDL 13.0 Rep Stress Incr YES WB 0.63 Horz(CT) 0.06 1 n/a n/a BCLL 10.0 BCDL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:101 ItoFT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-11-5 oc purlins, A-E:2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2*Except* WEBS 1 Row at inicipt G-1,F-I G-I,F-1:2x4 SPF No.2 REACTIONS. (lb/size) 1=1349/0-5-8,B=1256/0-5-8 Max Horz B=281(LC 10) Max Uplift 1=-223(LC 14).B=-134(LC 10) Max Grav 1=1666(LC 21),B=1294(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-2667/219,C-D=-2396/171,D-F=-1288/62,G-1=-713/243 BOT CHORD B-L=-444/2493,J-L=-294/1677,I-J=-147/886 WEBS C-L=-487/162,D-L=-63/792,D-J=-796/191,F-J=-63/956,F-1=-1275/217 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. { 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. ( WA.S/7) 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) 1=223,B=134. 39586 IS 4�i t: �'T' ss/C)NAL1;NG June 14,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek@)connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Nil building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing wA �L is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the MI Il fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job run Type city 1PIy 7AC-3905 172nd St NE-Arlington-WA U1351093 25191 rA I A Monopitch 71 1 1.Reference(oplitmaQ Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industri06,Inc. Tue Jun 11 13:56:42 2019 Page 1 ID:rC�mK6iuyDTt_yZuzrFbeDzIUSd-w9p1PJ7TsU?dlzQVP045Y PNoY6oY2_puO?OQzz7KsJ 1.10 8 , 6 bd1 12-0-8 17-" 23-6-0 26 3 0 1-10-6 6-5-0 i 5 7$ 5-7-0 I 5-10-0 i 29-0 H- 4.12 i12 6x6 04 f 44 �•!/ E F //�~ 3x4 �\ N \\177 ``\1 L5x4 C \` n S06 Lim L K J R S ifs 3x4 = 3x4 = 4x4 = 4x4 3x6 = 8-3-8 15 9$ _ _ 2341.0 8 3$ 7-6-0 _ 7-" Plate Oltssts L,Yr_[B3_O T�B,t r.(E 0.3-0,Etlgel,[J i0-1-12.0-2-0JdG_0-3 4.11+4-0Jr[LO-1$,0-1.8].[J:0-2-0.0-1-12],IM 0.3-0.0 2-0] LOADING SPACING- �2-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 0 Plate Grip DOL t TC 0.63 Vert(LL) -0.18 L-P >999 240 MT20 197/144 (Roof Sn 6. Lumber DOL 1.15 BC 0.95 Vert(CT) -0.34 L-P >815 180 TCDL 13.0 Rep Stress Incr YES WB 0.64 Horz(CT) 0.05 Q n/a n/aSCILL 10.0 _ SQDL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:113 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins, A-E:2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2*Except* WEBS 1 Row at midpt F-I,G-Q G-I,F-I:2x4 SPF No.2 OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) B=1255/0-5-8,Q=1340/0-3-8 Max Horz 6=280(LC 10) Max Uplift B=-134(LC 10),0=-226(LC 14) Max Grav B=1293(LC 3),Q=1657(LC 21) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-2665/219,C-D=-2396/171,D-F=-1279/63,I-M=-125/1027,G-M=-125/1027 BOT CHORD B-L=-444/2491,J-L=-295/1674,I-J=-146/878 WEBS C-L=483/161,D-L=-61/797,D-J=-804/192,F-J=-68/941,F-1=-1189/205,G-Q=-1659/366 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat,11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. (A!y GARC� 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide WAS will fit between the bottom chord and any other members,with BCDL=10.0psf. 7)All bearings are assumed to be SPF No.2 crushing capacity of"425 psi. 8)Bearing atjoint(s)Q considers parallel to grain value using ANSl[TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. _ 7 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) B=134,0=226. 39586 � NJ/j ISTIiiZ�� rS�ONAL��`• June 14,2019 ®WARNING-verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek@ connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system,Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing y� ek• is always required for stability and to provenl collapse with possible personal injury and property damage. For Were[guidance regarding the Ml l fabrication,storage,dosvory,erection and bracing of trusses and IruSB sysloms,see ANSYTPf1 Qualify Criteria,DS049 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314, Bradford,ON,L3Z 3G7 Job Truss s Type Qty Ply -PAC-3905 172nd St NE-Arlington-WA U1351094 25191 A2 Monopilcb 181 1 Alliance ____________ _-_ _JobReference o tional Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MITek Industries,Inc. Tue Jun 11 13:56:46 2019 Page 1 I D:rCTmK6i uyDTtyZuzrFbeDzl USd-pw3YEhAzwj V3nbjGeD81 igZ3M9W CUsvPpOzDZkz7KsF 6-5-0 _ 12-0-8 17-8-0 23-6-0 26-3-0 6-5-0 5-7-8 5-7-8 5-10-0 2-9-0 G�q 4-12 72 2x4 11 Wwl 114"=V � j I 44 4x6 D E i l 3x4 / N Q 1.5x4'Bi'' m N A M _i K J I P Q H 3x6= 3x4 = 3x5 = 4x4 = 3x6 i 8 3 B 15 9 8 23-" 8-3-8 7-6-0 7-8-8 Plate Offsets Q( Y}- (c at-az,a1 8L.[o:a3 oaEcl e1-[ 0-1-�2,a2.OIL(F:a2-o.o-4A,L0-2-o,a4-11.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.59 Vert(LL) -0.20 H-1 >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.33 K-N >845 180 TCDL 13.0 Rep Stress Incr YES WB 0.65 Horz(CT) 0.05 H n/a n/a BCLL 10.0 I Code IBC2015/TP12014 Matrix-MS Weight:98 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-9-8 oc purlins, A-D:2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2"Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. A-J:2x4 SPF 210OF 1.8E WEBS 1 Row at midpt F-H,E-H WEBS 2x3 SPF No.2"Except" F-H,E-H:2x4 SPF No.2 REACTIONS. (lb/size) H=1355/0-5-8,A=1107/0-5-8 Max Horz A=256(LC 10) Max Uplift H=-225(LC 10),A=-74(LC 10) Max Grav H=1642(LC 21),A=1166(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-B=-26921234,B-C=-2418/183,C-E=-1281/64,F-H=-701/243 BOT CHORD A-K=-460/2520,I-K=-298/1678,H-1=-149/877 WEBS B-K=-5001167,C-K==73/820,C-1=-809/199,E-1=-68/961,E-H=-1262/220 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. N1i4 GA/?C; 6)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. SAS/ 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. t� 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)A except Qt=lb) H=225. Ri.3tI.SKG`O �— SS�G June 14,2019 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �. a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 11 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11FPl1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314, Bradford,ON,L3Z 3G7 Job (Truss f Type aty IPIy AC5905 172nd St NE-Arlington-WA U1351095 I25191 A2A I Monopitch 33 1 ,Job Reference o tlonai Alliance Truss (CA), Abbotsford,SC-V2S 7136. 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:57:32 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-TnrxuQjg4rlXIfE6KuzpZXTwBi EgFfBAOA6fA3z7KrX 6-5-0 12-0.8 17.&0 23-6-0 26-3-0 65.0 5-7-8 1 5 7$ 5-10-0 2-9-0 G 4.12 112 6x8 'I ,Scale:tkl'e1' F f / 4x4 S 46 D E O i 3x4 \ N 4 1.5x4 O - _/mil / \\ \ i A P �v 0 0 K J I R S H 3x6 = 3x4 = 3x4 = 44 = 4x4 = 23-6-0 8-3-8 ware O%sets(X n- Ic: :1-12,o•i ,[D>ro.'1,15019A [EA-'I- 2&2-011F:0-3.4.aa-0]r[H Oa1.8:a1.8 :0-2-0.04-121.[L:0-2-12.0-2-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.63 Vert(LL) -0.17 K-O >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.74 Vert(CT) -0.33 K-O >845 180 BCDDL 13.0 • Rep Stress Incr YES WB 0.65 Horz(CT) 0.04 P n/a n/a BCDL 10.0 Code IBC2015ITP12014 Matrix-MS Weight:111 JibFT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-9-7 oc purlins, A-D:2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2"Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. A-J:2x4 SPF 210OF 1.8E WEBS 1 Row at midpt E-H,F-P WEBS 2x3 SPF No.2*Except* F-H,E-H:2x4 SPF No.2 OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) A=1107/0-5-8,P=1346/0-3-8 Max Horz A=255(LC 10) Max Uplift A=-74(LC 10),P=-227(LC 10) Max Grav A=1165(LC 3),P=1633(LC 21) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-B=-2691/234,B-C=-2418/184,C-E=-1271/66,H-L=-127/1019,F-L=-127/1019 BOT CHORD A-K=459/2518,I-K=-299/1675,H-1=-148/869 WEBS B-K=497/167,C-K=-71/826,C-1=-818/200,E-1=-72/946,E-H=-1177/208,F-P=-1636/369 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. GA RC,,/ 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `1 WA 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. << 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. ` 8)Bearing atjoint(s)P considers parallel to grain value using ANSI(TPI 1 angle to grain formula. Building designer should verify - capacity of bearing surface. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)A except Qt=lb) P=227. 39586 . f, G/STCz�Z�' SS�Di\i�Gtr�. June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �A*,^.LN a truss system-Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ` building design Bracing indicated is to prevent buckling of individual truss web andlor chord members only.Additional temporary and permanent bracing „R i�e I< is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the r V fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-B9 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 !Job Truss s Type City IPty -PAC-3905 172nd St NE-Arlington-WA U1351096 25191 A3 Monopitch Supported Gable 18 1 � Job Reference_(optional)_ _ Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MITek Industries,Inc. Tue Jun 11 13:57:33 2019 Pepe 1 I D:rCTmK6iuyDTt_yZuzrFbeDzl U Sd-xzOJ6lkSr9QOwppJ ubU26kO4 L6bl_E2JdgsDiVz7KrW 23-6-0 26-3-0 23-6-0 2-9-0 4.12 12 2x4 'M I Scale=1:50.2 2x4 11 � 2x4 II 2x4 II K �� 4x6 % J / Y � H i Eni I O I F � � E � w ' f v i xx yt 5x16 = X W V U T S R Q P O N 44 = 23 _0 23-6-0 Plate o_ftet_(xa -[�►;a�-e_ Ii.LH i Eap t.[�;o-2-o aa�z� LOADING (psf) SPACING- 2-0-0 I CSI. DEFL. in (IOC) I/dell Lid PLATES GRIP TCLL 25. Plate Grip DOL 1.15 TC 0.67 Vert(LL) -0.02 A-X >999 240 MT20 197/144 (Roof Snow=20) Lumber DOL 1.15 BC 0.63 Vert(CT) -0.05 A-X >999 180 TCDL 1 BCLL 13.0 Rep Stress Incr YES WB 0.17 Hnr7(CT) 0.11 N n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-S Weight:120 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-6-4 oc purlins, A-H:2x4 SPF 2100F 1.8E except end verticals. BOT CHORD 2x4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 2-8-15 oc bracing. A-S:2x4 SPI=2100E 1.8E WEBS 1 Row at midpt L-N WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 .WEDGE Left:2x4 SP No.3 REACTIONS. All bearings 23-6-0. (Ib)- Max Horz A=257(LC 10) Max Uplift All uplift 100 lb or less at joint(s)P,Q,R,T.U,V,W except N=-172(LC 40),A=-2471(LC 47),O=-182(LC 20),X=-113(LC 38) Max Grav All reactions 250 lb or less at joint(s)O,Q.R.T,U,V except N=685(LC 21).N=463(LC 1),A=2637(LC 42),P=279(LC 30),X=603(LC 29) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-B=-7937/7555,B-C=-6058/5892,C-D=-5327/5187,D-E=-4711/4582,E-F=-4032/3919, F-G=-3357/3259,G-1=-2657/2574,I-J=-1982/1913,J-K=-1312/1223,K-L=-665/613, L-N=-674/274 BOT CHORD A-X=-7231/7232,W-X=-5527/5527,V-W=-4845/4845,U-V=-4287/4287,T-U=-3667/3667, R-T=-3047/3047,Q-R=-2427/2427,P-Q=-1807/1807,O-P=-1187/1187,N-O=-567/567 WEBS B-X=426/177 NOTES- Wind:ASCE 7-10; 6ft;Cat. 1)MWFRS(envelope)gable lend zone and C C Exterior(2)zone;cantilever left and C right exposed;3e d verticlal left exposed;C-C for �� ��I;Exp B;Enclosed; G/ J4 AS members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 H 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI(TPI 1, 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 1.5x4 MT20 unless otherwise indicated. r� /r,.39586,`� V 7)Gable studs spaced at 2-0-0 oc. T: 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s�/pNAL �G 9)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. June 14,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MY-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors,This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Rd Safefy Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Road Bradford,ON, oa 3,37 Job Truss Type City Ply iPAC-3905 172nd St NE-Arlington-WA U1351096 125191 3 Monopitch Supported Gable 16 1 Job Reference(optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MITek Industries,Inc. Tue Jun 11 13:57:34 2019 Page 2 ID:rCTmK6iuyDTtyZuzrFbeDzl USd-P9yhJ514cTYFYzOVSJOHfyZF4 Wx_jhlTrUbmFyz7KrV NOTES- 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)P,Q,R,T,U,V,W except(jt=lb)N=172,A=2471, 0=182,X=113. 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 23-6-0 for 310.0 plf. WARNING-Verlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon paramelers shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ME building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mirek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Sob 7xu s Type City y -PAC-3905 172nd St NE-Arlington-WA j 191 GABLE 1 1 Sob Reference(optional) U1351097 _ AII18me Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Ins. Tue Jun 11 13:57:51 2019 Page 1 I D:rCTmK6i uyDTtyZuzrFbeDzl USd-PRU6tvylchhr4aBmxNpGrXmAu MmTCEMzld D9LTz7KrE 23-6-0 263-00 23-6-0 2-" 4.12 12 2x4 AQ�' Scale=1:52.1 2x4 11, N'�- 2x4 I I 2x4 I M' 46 � L J K / / G i j I IN F� I 6 8x12 = 2x4 i d - - C AA Z Y X W V U T 3 R Q P 5x7 = 5x6 II 6x8 = 4x4 — 3x5 = 2x4 5 2x4 t _23.6.0_ 23-" Pete Offsets(X,Y)-- jA:O-2.4.0-1$1,_US:0-7-8L0-3.41,[J:03-0,Edgelr[R:0-1-12,0-1-8),[Z:0-2-O,Edgel,_[AC 0-1-11,0.1.01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.60 Vert(LL) 0.01 O n/r 120 MT20 1971144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.53 Vert(CT) -0.02 N-O n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.75 Horz(CT) -0.08 P n/a n/a BCLL 10.0 10.0 * Code IBC2015/TPI2014 Matrix-S Weight:138 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2*Except* TOP CHORD Structural woad sheathing directly applied or 2-10-5 oc purlins, C-J:2x4 SPF 210OF 1.8E,A-B:2x4 SPF No.2 except end verticals,and 2-0-0 oc purlins(5-11-13 max.):B-C,A-B. BOT CHORD 2x4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 3-3-5 oc bracing. C-U:2x4 SPF 210OF 1.8E WEBS 1 Row at midpt N-P WEBS 2x6 SPF No.2*Except* N-P:2x4 SPF No.2,B-Z:2x4 SPF 210OF 1.8E OTHERS 2x4 SPF No.2 REACTIONS. All bearings 23-6-0. (lb)- Max Horz C=243(LC 38) Max Uplift All uplift 100 lb or less at joint(s)R,S,T,V,W,X,Y except P=-163(LC 40).C=-995(LC 47),Q=-182(LC 20),Z=-2519(LC 38),AA=-3521(LC 37) Max Grav All reactions 250 lb or less at joint(s)Q,R except P=679(LC 20), C=1111(LC 42),S=285(LC 70),T=264(LC 70),V=270(LC 70),W=268(LC 70), X=269(LC 70),Y=267(LC 70),Z=2539(LC 57),AA=3674(LC 58) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-C=-3022/2892,B-D=-6791/6614,D-E=-6010/5853,E-F=-5392/5248,F-G=-4714/4585, G-H=-4034/3921,H-1=-3360/3261,I-K=-2659/2576,K-L=-1984/1915,L-M=-1314/1225, M-N=-649/613,N-P=-668/274,A-B=-969/971 BOT CHORD C-AA=-2697/2560,Z-AA=-1749/1707,Y-Z=-5529/5529,X-Y=-4909/4909,W-X=-4289/4289, V-W=-3669/3669,T-V=-3049/3049,S-T=-2429/2429,R-S=-1809/1809,Q-R=-1189/1189, P-Q=-569/569 WEBS B-AA=-3606/3535,B-Z=-5199/5247 NOTES- 5�NC� GAR(- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; VAS//7 MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs 39586 G� non-concurrent with other live loads. 0� R/. 'is ,t 6)Provide adequate drainage to prevent water ponding. 7)All plates are 1.5x4 MT20 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing, 9)Gable studs spaced at 2-0-0 oc. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. June 14,2019 Lied on nace 2 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE U11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek@)connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �. building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPI1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job ruseA Type Qty 1 rPA 09 5172nd Sit NE•Arlinglon•WA 25191 GABLE 1 1 ff � IJob Re(eren optional U1351097) Alliance Truss (CA), Abbotsford,BC-V2S 7126, 8.310 s May 22 2019 MfTek Industries,Inc. Tue Jun 11 13.57:52 2019 Page 2 ID:rCTmK6iuyDTtyZuzrFbeDzl USd-td2V5FzN N?piikmyV5KVN II Lem5hxhc6_Hyjtvz7KrD NOTES- 11)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 12)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 13) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)R,S,T,V,W,X,Y except Qt=lb)P=163,C=995,0=182 ,Z=2519,AA=3521. 14)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 23-6-0 for 310.0 plf. 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTekB connectors,This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability or design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M1Tek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,ereclfon and bracing of trusses and Irm systems,see ANSON1 Quality Criteria,DSB-89 and SCSI Building Component Safety Information available Rom Truss Plate Institute,218 N.Las Street,Suite 312,Alexandria,VA22314. Bra Industrial Road Bradford,ON,L3Z 3G7 jpb Truss :Typo 'Qly Ply -PAC-3905 172nd St NE-Arlington-WA f U1351098 25191 A4 MOnoplicih Supported Gable 0 1 IJob Reference(optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:57:54 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-pOAFWx_dvc4Pxl wLdVNzSAOgVamiPk9PSbRgyoz7KrB 1-10.8 23-6-0 2-9-0 1-10-8 23.0-0 2-9-0 4.12 12 2x4 _ wfe=1:49.6 2x4 11 2x4 I 2x4 II L _ `Y 4x6 K I J Z G / F EIcb v B Q tom' 5x16 = Y X W V U T S R Q P O 4x4 = 23-6-0 23-" Plate Offsets(X,Y}---_t41.W6 ,Ed9eJ,_[8.1&6,01 0],[B:0.4-14.0-1-2).[I:0-3.0.Edg0a L;a-2z-0, -9-1J LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.70 Vert(LL) 0.01 N n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.63 Vert(CT) -0.00 M-N n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.17 Horz(CT) 0.11 0 n/a n/a BCLIL BCDL 10.0 % * Code IBC2015/TP12014 Matrix-S Weight:123 lb FT=20 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2"Except* TOP CHORD Structural wood sheathing directly applied or 2-6-9 oc purlins, A-I:2x4 SPF 210OF 1.8E except end verticals. BOT CHORD 2x4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 2-9-0 oc bracing. B-T:2x4 SPF 210OF 1.8E WEBS 1 Row at midpt M-0 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 WEDGE Left:2x6 SPF No.2 REACTIONS. All bearings 23-6-0. (lb)- Max Horz B=281(LC 37) Max Uplift All uplift 100 Ib or less at joint(s)Q,R,S.U.V,W,X,Y except 0=-172(LC 40),B=-2535(LC 37),P=-182(LC 20) Max Grav All reactions 250 lb or less at joint(s)P,R,S.U,V,W,X except 0=695(LC 21),B=2683(LC 58),Q=285(LC 30),Y=549(LC 29) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-793417727,C-D=-6060/5895,D-E=-5327/5186,E-F=-4711/4582,F-G=-4032/3919, G-H=-3357/3259,H-J=-2657/2575,J-K=-1982/1912,K-L=-1312/1223,L-M=-665/613, M-0=-683/274 BOT CHORD B-Y=-7231/7232,X-Y=-5527/5527,W-X=-4845/4845,V-W=-4287/4287,U-V=-3667/3667, S-U=-3047/3047,R-S=-2427/2427,Q-R=-1807/1807.P-Q=-1187/1187.O-P=-567/567 WEBS C-Y=-377/160 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; S�ja GAR(,�� MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for WAS members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI(TPI 1. �` e • 07 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 s 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. i9. . tr✓� 6)All plates are 1.5x4 MT20 unless otherwise indicated. G cv 7)Gable requires continuous bottom chord bearing. �sT`^�Z�� 8)Gable studs spaced at 2-0-0 oc. `S5'/0N k1_ 1�V 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. June 14,2019 (1t4Sf:AlwV�>mllit>�lgassumed to be SPF No.2 crushing capacity of 425 psi. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-747.1 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not `.EII�•Y®� a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall L building design. Bracing indicated is to prevent buckling or individual truss web andlor chord members only.Additional temporary and permanent bracing MI IMeR' is always required for stability and to prevent collapse with possible personal injury and property damage-For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 111 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Trues Type Qly Ply. PAC3905 172nd St NE-Arlington-WA f U1351098 25191 IA4 'Monopitch Supported Gable I 1 Jab Reference Coptiona!) Alliance Truss (CA), Abbotsford,BC-V2S 7P6. 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:57:54 2019 Page 2 I D:rCTmK6iuyDTt_yZuzrFbeDzl USd-pOAFWx_dvc4Pxl wLdVNzSAOgVamiPk9PSbRgyoz7KrB NOTES- 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)Q,R.S.U,V,W,X,Y except Qt=lb)0=172,13=2535, P=182. 13)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 23-6-0 for 310.0 plf. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate[his design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing ^AI'{ek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the I V 1 1 fabrication,storage,daliwry,erection and bracing of trusses and euas systems,see ANS117P/f Quality Criteria,DSO.89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,Road 3G7 Job Truss s Type Qly Ply --PAC-3905 172nd St NE-Arlington-WA U1351099 25191 A5 GABLE 4 Job Reference(oWlonal) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:57:56 2019 Page 1 9 D:rCTmK6iuyDTt_yZuzrFbe Dzl USd-mO H?xdOtRDK7BL4kkwPRYbTOKN R9tekivvwwOgz7Kr9 234-0 26-1-0 234-0 2-9-0 M. 4.12 12 2x4 11 - =1:48.8 2x4 II 2x4 II 2x4 II K ��i,. 4x6 HI Y' di E D c 6x10 MT18HS A' o a r - r. 3x4 = 3x4 = X W V u T S R Q P O N 4x5 = 4x4 = 23-4-0 _ 23-4-0 _Plate ONsets(X.Y)- [A 0.2-%0-34 [H0-2-11.Edge],[X;0-24,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.68 Vert(LL) 0.01 M n/r 120 MT20 1971144 (Roof Snow=2 13. TCDL 3.0 Lumber DOL 1.15 BC 0.69 Vert(CT) -0.00 L-M n/r 120 MT18HS 197/144 Rep Stress Incr YES WB 0.17 Horz(CT) 0.09 N n/a n/a BCLL 10.0 I Code IBC2015/TP12014 Matrix-S Weight:123 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-6-7 oc purlins, A-H:2x4 SPF 210OF 1.8E except end verticals. BOT CHORD 2x4 SPF No.2"Except` BOT CHORD Rigid ceiling directly applied or 3-2-14 oc bracing. A-S:2x4 SPF 210OF 1.8E WEBS 1 Row at midpt L-N WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 SLIDER Left 2x4 SPF No.2-H 4-6-13 REACTIONS. All bearings 23-4-0. (lb)- Max Horz A=257(LC 37) Max Uplift All uplift 100 lb or less at joint(s)P,Q,R,T,U,V except N=-168(LC 40),A=-2528(LC 47),O=-182(LC 20),X=-177(LC 38) Max Grav All reactions 250 lb or less at joint(s)O,Q,R,T.U.V,W except N=684(LC 21),A=2702(LC 42),P=284(LC 30),X=587(LC 29) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-B=-7909/7701,B-C=-6060/5896,C-D=-5328/5187,D-E=-4712/4583,E-F=-4033/3920, F-G=-335813260,G-1=-2661/2578,I-J=-1981/1911,J-K=-1313/1224,K-L=-665/613, L-N=-673/274 BOT CHORD A-X=-718V7181,W-X=-5528/5528,V-W=-4907/4908,U-V=-4288/4288,T-U=-3668/3668, R-T=-3048/3048,Q-R=-2428/2428,P-Q=-1808/1808,O-P=-1188/1188,N-O=-568/568 WEBS B-X=-394/230 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 C .'AS 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry C) Ii�r Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. << 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 ` o 4)Unbalanced snow loads have been considered for this design. — 5)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. r 6)All plates are MT20 plates unless otherwise indicated. -5 - 7)All plates are 1.5x4 MT20 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing. 9)Gable studs spaced at 2-0-0 oc. �S 10)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� EAU 11)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. June 14,2019 assumed to be SPF No.2 crushing ca acit or 425 si. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracingMff®[' R is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSb TPI1 Quality Criteria,DSB•89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss Type Qty Ply PAC-3905172ndStNE-Mington-WA U1351099 5191 iGASLE 4 1 1 I iJob Refefen_jafi0onalj_ Alliance Truss (CA), Abbotsford,SC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:57:56 2019 Page 2 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-mOH?xdOtRDK7BL4kkwPRYbTOKN R9tekivvwwOgz7Kr9 NOTES- 13) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)P,Q,R,T,U,V except Qt=lb)N=168,A=2528,0=182, X=177. 14)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 23-4-0 for 310.0 plf. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not '• a truss system.Before use,the building designer must verify the applicability or design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek, is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPl1 Quality Criteria,DSB-89 and BCS/Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job .Truss 1 Type 101y Ply •PAC-3905 172nd St NE-Arlington-WA U1351100 251 d I A6 Monopitch 49 1 Job Reference(optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:57:57 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-EarO8zl WCXS_oVfwlewg4oOEEnjycxUr8ZgUZ6z7Kr8 1 8.3.0 11-10-6 17-7-1 23-4-0 204-0 8.3.0 5-7-8 54-10 6 8-15 2-9-0 G_ 4.12 12 2x4 II //,Scale:ll4"=1' 4x4 % 46 D E Q � 3x4 -�-�. i 1 5%4NV v - o r K J I P Q 3x5 = H 3x4 = 3x4 = 4x4 = 4x4 8-1-8 16-3-0 23-4-0 8-iy8 8-1-8 7.1-0 Plate Offsets(X,Y)-- [A:0-2-8,0-0-5],[D:0-3-0,Edge],[E:0-1-8,0-2-0],[F:0-2-0,0-0-8],f :0-1-12,0-2-01,[1:0-1-8.0-1-12J_ LOADING (psf) SPACING- 2-0-0 1 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 1 TC 0.48 Vert(LL) -0.15 K-N >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.91 Vert(CT) -0.29 K-N >951 180 BCDLL 13.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.06 H n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:98 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2"Except" TOP CHORD Structural wood sheathing directly applied or 3-1-0 oc purlins, A-D:2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 8-8-9 oc bracing. WEBS 2x3 SPF No.2"Except" WEBS 1 Row at midpt F-H,E-H F-H,E-H:2x4 SPF No.2 REACTIONS. (lb/size) H=1347/0-5-8,A=1099/0-3-8 Max Horz A=254(LC 10) Max Uplift H=-224(LC 10),A=-73(LC 10) Max Grav H=1632(LC 21),A=1155(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-2623/225,B-C=-2359/176,C-E=-1178/53,F-H=-695/241 BOT CHORD A-K=451/2448,I-K=-299/1641,H-1=-143/864 WEBS B-K=-475/165,C-K=-62/795,C-1=-833/202,E-1=-58/918,E-H=-1262/213 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been Considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide \�[�` GAR will fit between the bottom chord and any other members,with BCDL=10.Opsf. WAS/ 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. O /Ar 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)A except Ot=lb) N<< H=224. 39586 s'Y/0 N, June 14,2019 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall hs building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?PH Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N,Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss )Type Oty ,Ply AC-3905 172nd St NE-Arlington-WA 25191 A6A monopltch 20 1 1 I U1351101 Lb Reference(OptkS� Alliance Truss (CA), Abbotsford,BC-V2S 7P6. 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:57:58 2019 Page 1 ID:rCTm K6iuyDTtyZuzrFbeDzl USd-i n PmLJ 18yrarQfD6sLRvdOYNdB38LOg?MDP15Zz7Kr7 6-3-0 _ 11-10.8 t 17.7-2 I 23-a-0 } 26-1.0 6-3-0 5-7-8 5-8-10 5-8-14 2-9-0 G_. i 4.12 12 6x8 Scale:14"=1' F axe � 46 E i l D 3x4 1.5x4 �� i� \\\ 1 I \\Ilk f I \\ t 4x8 = Io o tis K J I R S H 3x5 = 3x4 = 3x5 = 4x4 = 4x4 = 8.1-8 118.34 2344 8-1-8 B-1-8 7-1-0 Plate Offsets(X.Y)- [A_0-2-8,0.0-5],P-'O-",Edgpj,,X 0-1-12,0.2-0),,Jl:.1 -a,0-g,-(H0.1$,0-1-12J,Q:01-12,0-1-121,&Q-2-12,0-2-0]- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25-0 Plate Grip DOL 1.15 TC 0.63 Vert(LL) -0.15 K-O >999 240 MT20 197/144 Snow=25.3)0 Lumber DOL 1.15 BC 0.91 Vert(CT) -0.29 K-O >951 180 TCDL BCLL 13.0 Rep Stress Incr YES WB 0.78 Horz(CT) 0.05 P n/a n/a BCLL 10.0 Code IBC2015lTP12014 Matrix-MS Weight:112lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 3-1-0 oc purlins, A-D:2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2*Except* WEBS 1 Row at midpt E-H,F-P F-H,E-H:2x4 SPF No.2 OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) A=1099/0-3-8,P=1338/0-3-8 Max Horz A=254(LC 10) Max Uplift A=-73(LC 10),P=-227(LC 10) Max Grav A=1154(LC 3),P=1623(LC 21) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-B=-2622/226,B-C=-2358/176,C-E=-1170/46,H-L=-127/1014,F-L=-127/1014 BOT CHORD A-K=-451/2447,I-K=-299/1638,H-1=-142/859 WEBS B-K=-474/165,C-K=-61/800,C-1=-837/206,E-1=-63/901,E-H=-1185/200,F-P=-16251369 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ` IA , will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. �{ B)Bearing atjoint(s)P considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify ^` capacity of bearing surface. - 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)A except Qt=lb) P=227. 1 ;9i;i6 C N:A��:��� June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MB-7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTek®connectors,This design is based only upon parameters shown,and is for an individual building component,not a truss system-Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only.Additional temporary and permanent bracing M�7�k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1 Fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 U0b Tmss ;s Type r :Ply PAC-3905 172nd St NE-Arlington-WA �25191 !A7 Monepltch 1 U 1351102 !job Referenceltoptional Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:57:59 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbe Dzl U Sd-Azz8Ze2mjBii2po IP3y89 D5Z8bOC4u68bt9bd?z7 Kr6 6-5-0 12-0.8 f 17-8-0 23-6-0 28.2.8 1.10-8 65.0 ! 5.7-8 5.7-8 H 5-1 4.8.8 H 6x8 G_ - � 4x4 4x6 Q -/ E i� !!! d 1.5x4 i�i/ / M L K J R 8 3x6 3z4 = 3x4 = 4x4 = 4x5 = = 8-3-8 15-9-8 23-6-0��28-1-0 8.3.0 7-6.0 74 8 4-7.0 Plate Offsets0],_[G:0 3-4,0-4-0],[LEdge,O_2-0],[JJ_0-2-0^0,1�12],-[M:0-3-0,0-2-0]__ LOADING (psf) SPACING- 2-0-0 I CSb DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.52 Vert(LL) -0.17 L-P >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.92 Vert(CT) -0.33 L-P >829 180 BCDLL 13.0 Rep Stress Incr YES WB 0.64 Horz(CT) -0.06 H n/a n/a BCDL 10.0 Code IBC2015ITP12014 Matrix-MS Weight:116 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2"Except" TOP CHORD Structural wood sheathing directly applied or 3-0-7 oc purlins; A-E:2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2*Except" WEBS 1 Row at midpt F-I G-I,F-I:2x4 SPF No.2 OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) H=132/Mechanical,6=1232/0-5-8,M=1376/0-3-8 Max Horz B=304(LC 10) Max Uplift H=-46(LC 10),B=-122(LC 10),M=-245(LC 14) Max Grav H=212(LC 21),B=1255(LC 3),M=1647(LC 21) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-2553/179,C-D=-2283/131,D-F=-1164/24,I-M=-132/1024.G-M=-730/164 BOT CHORD B-L=-432/2385,J-L=-282/1564,I-J=-134/772 WEBS C-L=-486/162,D-L=-62/801,D-J=-799/191,F-J=-67/935,F-1=-1182/216 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8)Refer to girder(s)for truss to truss connections. 9)Bearing at joint(s)M considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify — capacity of bearing surface. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)H except Qt=lb) B=122,M=245. �7+ 395$6 �• V June 14,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE 11111-7473 rev.10/03/2015 BEFORE USE. �� Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate[his design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing ;�®�• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?PIl Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 j J`l �JAp Truss ti¢Type Qty (Ply (PAC39r)5 172nd St NE-Arlington-WA U1351103 25191 A8 Monopitch 5 I 1 I Job Rater ce_ lonal Alliance Truss (CA), AbbotsC V2S 7P6, 8.310 s May 22 2019 MiTsk Industries,Inc. Tue Jun 11 13:58:OD2019 Page 1 I D:rCTmK6iuyDTt_yZuzrFbeDzl U Sd-e9X W m_30USgZfyNVzmTN iRejh_k?pLPI gXu89 Rz7Kr5 6-5-0 12-M 17-8.0 23. 28-2-8 1=10 8 6-5-0 5-7-8 * 5-74 1 5 10-0 4-8-8 4.12 1121:51 3 2x4 11 ` G � 4x4 % / 4x6 % p' E F j i b 3x4 5 i 0 b D i m 1.5x4 i ;PA _ - I 3x6 3x4 = 3x5 = 4x4 = 3x6 = 83 8i 15-9-8 23-6.0 M1-0 8-3-8 7-6-0 7-6-8 4-7-0 Plate txFsels(X,Y} Aso•o�B�ao)Ajr.La-3-0.Erie1-IF'0�1-�2 az-o;,jJJ�az-o,q-�-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL) -0.20 W >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.95 Vert(CT) -0.34 L-O >817 180 TCDL 13.0 Rep Stress Incr YES WB 0.63 Horz(CT) 0.06 1 n/a n/a BCLL 10.0 Code IBC2015(TPI2014 Matrix-MS Weight:104 lb FT=20% - BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2"Except" TOP CHORD Structural wood sheathing directly applied or 2-11-8 oc purlins, A-E:2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2"Except" WEBS 1 Row at midpt G-1,F-I G-I,F-1:2x4 SPF No.2 REACTIONS. (lb/size) H=122/Mechanical,1=1369/0-5-8,B=1257/0-5-8 Max Horz B=304(LC 10) Max Uplift H=43(LC 10),1=-240(LC 14),B=-126(LC 10) Max Grav H=196(LC 21),1=1643(LC 21),B=1285(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-2642/195,C-D=-2371/146,D-F=-1263/38,G-1=-722/162 BOT CHORD B-L=-447/2469,J-L=-296/1653,I-J=-149/861 WEBS C-L=-487/162,D-L=-63/792,D-J=-795/191,F-J=-62/955,F-1=-1238/220 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design, 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide (,N GA1?C_ 1�< will fit between the bottom chord and any other members,with BCDL=10.Opsf. \\"A.'. 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)H except Qt=lb) • ly 1=240,B=126, 39586 SS�UNAL�-aG June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mii-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not wig a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andfor chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage, For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job ITtusS Type Qly Ply -PAC-3905 172nd St NE-Arlington-WA U1351104 25191 �A9 IMonopitch Supported Gable 1 1 `Job Reference LpNonal) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:58:03 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbe Dzl USd-2kCfPO5GnN CB W Q64eu 15K3FCDCrpOppkW U7ommz7Kr2 -1-10.8 23.B.0 28-2-8 1-10-8 23-6-0 N ia� ' 4.12 12 � �!r>Awts= :54.3 2x4 2x4 II M 2x4 11 2x4 II L 4x6 K �= J GFir— .t o F o o t C i B §��' I 1. 55 ~ 5x16 = Y X W V U T S R Q P 0 4x4 = 23-6-0 28-" 23-6-0 4-7-0 Plate Offsets Y).— LOADING (psf) SPACING- 2-0-0 CSI, DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.70 Vert(LL) -0.02 B-Y >999 240 MT20 1971144 (Roof Snow=2 D 13. Lumber DOL 1.15 BC 0.63 Vert(CT) -0.04 B-Y >999 180 BCLL 10.0 Rep Stress Incr YES WB 0.14 Horz(CT) -0.13 N n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-S Weight:126 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-6-8 oc purlins, A4:2x4 SPF 210OF 1.8E except end verticals. BOT CHORD 2x4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 2-9-0 oc bracing- B-T:2x4 SPF 2 i00F 1.8E WEBS 1 Row at rnidpt M-O WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 WEDGE Left:2x4 SP No.3 REACTIONS. All bearings 23-6-0 except(jt=length)N=Mechanical. (lb)- Max Horz B=304(LC 37) Max Uplift All uplift 100 Ib or less at joint(s)N,P,Q,R,S,U,V,W,X,Y except 0=-135(LC 46),B=-2527(LC 37) Max Gray. All reactions 250 lb or less atjoint(s)N,P,R,S.U.V,W,X except 0=545(LC 21),0=359(LC 1),B=2683(LC 58),Q=255(LC 30),Y=549(LC 29) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-C=-7960/7739,C-D=-6087/5907,D-E=-5353/5198,E-F=-4738/4594,F-G=-4059/3930, G-H=-3384/3271,H-J=-2683/2586,J-K=-2008/1924,K-L=-1322/1215,L-M=-654/576, M-O=-531/136 BOT CHORD B-Y=-7231/7232,X-Y=-5527/5527,W-X=4845/4845,V-W=-4287/4287,U-V=-3667/3667, S-U=-3047/3047,R-S=-2427/2427,Q-R=-1807/1807,P-Q=-1187/1187,O-P=-566/567 WEBS C-Y=-377/160 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; f�l`ti GA[RC MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for WASmembers and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 Cl• 2 j Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry \\ of Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. r 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 39586 t� 6)All plates are 1.5x4 MT20 unless otherwise indicated. 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. June 14,2019 tkif to truss nect' ns. A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �qq building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing I VI iTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?P11 quality Criteria,DSB-89 and SCSI Building Component I 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss A Type Qty Ply rPAG39Q5 172nd St NE-Arlington-WA U1351104 ,25191 A9 �Molncotch Supported Gable 1 f 1 Job itefetartce foollonall) Alliance Truss (CA), Abbotsford,SC•V2S 71126, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:58:03 2019 Page 2 ID:rCTmK6iuyDTtyZuzrFbeDzl USd-2kCfPO5G n NCB W Q64eu 15K3FCDCrpOppkW U7ommz7Kr2 NOTES- 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s)N,P.Q,R,S,U,V,W,X,Y except Qt=lb)0=135, B=2527. 13)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 23-6-0 for 310.0 plf. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ^^ Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPl1 Quality Criteria,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Streel,Suite 312,Alexandria,VA 22314. Bra Industrial Road Bradford,ON,L3Z 3G7 ,Job jTtusa ;Type City Ply PAC-3905 172nd St NE-Arlington-WA U1351105 I28191 mo IMonopitch 1 1 Job Referenoe.(op8o-na1) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 222019 MITek Industries,Inc. Tue Jun 11 13:56:26 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-04r_2rwQda_vOWBQTI nLucicfM5coogBSDv7Asuz7KsZ -1-10-8 6-5-0 12-0-8 17-8-0 23-6-0 25-2-12 1-10-6 6-5-0 5-7-8 5-7-8 5-10-0 1-8-12 4A 2 12 *BID=1:47.4 _ G J axa I 4x4 -' 46 % " i E F �~ 3x4 1,5x4 to B A ``- L K J P Q I 3x4 = 3x5 = 4x4 = 3x5 = 3x6 = 8-3-8 15-" 23-6-0 , 8.3$ 7-6-0 7-8-8 Plate Offsets Q&Y�_[Q*"—,0.0-01,[E:0-3-0,Edge},.[F:'-1-12.0-2-0),[J:0-2-0,0-1-12J. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) /deft Lid PLATES GRIP TCLL 25. Plate Grip DOL 1.15 I TC 0.53 Vert(LL) -0.20 I-J >999 240 MT20 197/144 (Roof Snow=2 TCDL 10) Lumber DOL 1.15 BC 0.97 Vert(CT) -0.35 L-O >809 180 Rep Stress Incr YES WB 0.63 Horz(CT) 0.06 1 n/a n/a BCLL 10.0 014 Matrix-MS I Weight:99 lb FT=20% BCDL 10.0 Code IBC2015/TP12 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-11-0 oc purlins, A`E:2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2"Except' WEBS 1 Row at midpt G-1,F-1 G-I,F-I:2x4 SPF No.2 REACTIONS. (lb/size) 1=1264/0-5-8,B=1264/0-5-8 Max Horz B=272(LC 10) Max Uplift 1=-202(LC 14),B=-139(LC 10) Max Grav 1=1549(LC 21),B=1308(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-2711/236,C-D=-2440/188,D-F=-1333/80,G-1=-538/171 BOT CHORD B-L=-451/2535,J-L=-300/1716,I-J=-155/931 WEBS C-L=-488/162,D-L=-63/794,D-J=-790/189,F-J=-61/951,F-1=-1337/228 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide [�1,� V^!((�� will fit between the bottom chord and any other members,with BCDL=10.Opsf. \\IAS 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) 1=202,B=139. ? j, r� �r 39.586 .E )N./tL\.'��� June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev,1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling or individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?PIi Quality Criteria,DSB•89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Trues 'Type City Ply iPAC-3905 172nd St NE-Arlington-WA I25191 A11 �Monapiletl 1 1 'U 1351106 Job Refererue o Lionel Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:56:27 2019 Page 1 I D:rCTmK6i uyDTtyZuzrFbe Dzl U Sd-sG P M FBx3Ot61?g mdOkJa RqH p2V_XE?cRZtjOKz7KsY 6-5-0 12�0.8 17-9-1 23-3-10 23•6.0 1-10-8 65.0 5-7-8 5.8-10 5.8.9 0.2-6 4.12 '12 3x4 11 Scale=1:47.2 G I 4x4 3x5 �J 0 � i \ 3x4 D / 1.5x4 �� Imo/ / • 1 \fir" . B ti. `..a/ `, . JA_ K J I P Q H 4x5 = 3x4 = 3x5 = 3x4 = 3x5 = 8-3-8 i 16-6-4 1 23-6-0 6-3-6 6.2.12 64 1-12 Plate Offsets(V- .9+1 ,01-8] (F;01-12,0-270JL[1:0-14,0-1A _ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.1 13 TCDL 1 5 TC 0.60 Vert(LL) -0.17 K-N >999 240 MT20 197/144 (Roof Snow=2 . Lumber DOL 1.15 BC 0.97 Vert(CT) -0.33 K-N >840 180 BOLL 100..0 0 Rep Stress Incr YES WB 0,79 Horz(CT) 0.07 H n/a n/a BCDL 10.0 _ * Code IBC2015/TP12014 Matrix-MS Weight:92 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-9 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. G-H,F-H:2x4 SPF No.2 WEBS 1 Row at micipt G-H,F-H REACTIONS. (lb/size) H=1115/0-5-8,B=1269/0-5-8 Max Horz B=259(LC 10) Max Uplift H=-164(LC 14).6=-145(LC 10) Max Grav H=1383(LC 3).B=1325(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-C=-2768/255,C-D=-2500/207,D-F=-1285/82,G-H=-261/63 BOT CHORD B-K=-453/2588,I-K=-308/1761,H-1=-153/970 WEBS C-K=-481/162,D-K=-55/816,D-1=-847/197,F-1=-52/925,F-H=-1423/226 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. Nj,� GARC 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. AS! 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b) COY - H=164,B=145. ISTIi(Z�� June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PACE Mil-7473 rev.10/03/2015 BEFORE USE. N Design valid for use only with MiTek®conneclors,This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability or design parameters and properly incorporate this design into the overall RR� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing I iTelc is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Vi fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job 17tu86 ;Type Q1y Ply -PAC-3905 172nd St NE-Arlington-WA U1351107 5191 iAl 2 ;Monopitoh 1 1 ,Job Refereme(optional) Alliance Truss (CA), Abbotsford,SC-V2S 7P6, 8.310 s May 22 2019 MITek Industries,Inc. Tue Jun 11 13:56:28 2019 Page 1 I D:rCTmK6iuyDTt_yZuzrFbeDzl U Sd-KTzl<SXyh9BEcdq LpoSgpzl q uhvNfGgOlg DcGwnz7KSX -1-10-8 7-7-4 14-5-0 I 21-2-12 23-6-0 1-10-8 7-7-4 6-9-12 6-9-12 2-3-4 5x7 = 1.5x4 I Scale=1:45.3 4.12 [12 F G 4x4 3x7 /� 1 r, CIA ri 1,5x4 r l '7 K J ( P Q 4x5 4x4 3x5 4x6 = H = = 4x5 = 83$ I 15.9-8 I 23-6-0 8-3-8 7-8-0 7-8-8 Pule Offsets(X,Y} [E:0-1 4,0 2-0J,jFi030.0;1-121,.[H:0.2 4,0-2-0J.J1D-2-0,04.8 0-2-01 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.99 Vert(LL) -0.25 H-1 >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.81 Vert(CT) -0.41 K-N >684 180 TCDL 13.0 Rep Stress Incr YES WB 0.84 Horz(CT) 0.05 H n/a n/a BCLL 10.0 BCDL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:93 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals,and BOT CHORD 2x4 SPF No.2`Except* 2-0-0 oo purlins(6-0-0 max.):F-G. B-J:2x4 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, WEBS 2x3 SPF No.2*Except* WEBS 1 Row at midpt F-H G-H,F-H:2x4 SPF No.2 REACTIONS. (lb/size)' H=1 1 1 510-5-8,B=1269/0-5-8 Max Horz B=234(LC 10) Max Uplift H=-155(LC 10).B=-153(LC 10) Max Grav H=1445(LC 32),B=1544(LC 30) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-3306/259,C-E=-3148/289,E-F=-1657/164 BOT CHORD B-K=422/3055,I-K=-245/1779,H-1=-63/406 WEBS C-K=-723/180,E-K=-167/1395,E-1=-1268/247,F-1=-193/1743,F-H=-1425/231 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 0 8)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except(jt=lb) �^ y H=155,B=153. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. r�fif, �C1STE1z�' NAIJ- June 14,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE, . Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall T building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi lek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Streel,Suite 312,Alexandria,VA 22314. Bradford,ON, oa 3G7 50 Truss k Type Qty Ply )PAG3805172nd St NE-Arlington-WA / 11.11351108 25191 A13 Monopllch 1 1 lJob Reference o likmal Alliance Truss (CA), Abbotsford,BC-V25 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:56:30 2019 Page 1 ID:rCTm K6iuyDTtyZuzrFbeDzl U Sd-Hr5VtDzxhoU Ks7VCissH3SvLLj?kkeC27 W 5N?fz7KsV 1-10-8 6-5-0 12-0-8 17-8-0 23-6-0 25-0-8 1-10-8 6-5-0 5-7-8 S-7-8 5-10-0 1-6-8 1 4.12 12 IBcale=1:47.3 2>Ics•"r�� IIV 44 I 4x6 II E F r 3x4 N D �' N cq IR 1,5x4 \\ �'�- \ t �� B L K J P O I 3x4 = 3x5 = 44 = 3x5 = 3x6 = &3 8 15 9 8 23-6-0 8-3-8 7-6-0 7-" Plate Offsets•(X,Y� Q-O 8�0-0AJ,(E O 3-0,Edgej,IF 0-1-12,0-2-01;,W:0 2-0.0-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL) -0.20 W >999 240 MT20 197/144 (Roof Snow=2 BCDL 13.3.0 Lumber DOL 1.15 BC 0.97 Vert(CT) -0:35 L-O >809 180 Rep Stress Incr YES WB 0.63 Horz(CT) 0.06 1 n/a n/a _ BCDL 10.0 BCDL 10.0 Code IBC2015/TP12014 I Matrix-MS Weight:981b FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2*Except` TOP CHORD Structural wood sheathing directly applied or 2-11-0 oc purlins, A-E:2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2`Except" WEBS 1 Row at midpt G-1,F-I G-I,F-1:2x4 SPF No.2 REACTIONS. (lb/size) 1=1248/0-5-8,B=1265/0-5-8 Max Horz B=271(LC 10) Max Uplift 1=-198(LC 14),B=-140(LC 10) Max Grav 1=1525(LC 21),B=1309(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-C=-2714/239,C-D=-2443/191,D-F=-1337/83,G-1=-509/159 BOT CHORD B-L=-452/2538,J-L=-301/1719,I-J=-156/936 WEBS C-L=-489/162,D-L=-63/794,D-J=-789/189,F-J=-61/951,F-1=-1342/229 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide \� GAR(.., will fit between the bottom chord and any other members,with BCDL=10.Opsf. •AS 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. Off• fy7i�; 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Ot=lb) ^\`, 1=198,B=140. ' it 39586 �G/S•I, RG `r S,S/UN AI-V!, June 14,2019 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTek@)connectors.This design is based only upon parameters shown,and is for an individual building component,not . a Truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Inslilule,218 N.Lee Streel,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 IJob Truss Type Qty Ply -PAC-3905 172nd St NE-Arlington-WA i U1351109 25191 A14 Half Hip 1 1 IJob Reference(optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:56:30 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl U Sd-H r5VtDzxhoU Ks7VCissH3SvF7jOfkdf27 W 5N?fz7KsV 6-2-8 15-9-3 23-0-8 2 -6- 1-10-6 8-2-6 7-6-12 7-3-5 015- 4x4 11 Scale=1:47.1 4.12 112 F 3x4 3x4 E _i i• i 3x4 C .� era e � ,- ,_ •. J - - - H N G 4x5 = 1.5x4 II 3x6 = 3x4 = 4x4 = 8-2-8 15-9-3 23-6-0 r 8.2.8 7.6-12 741-13 Plate onsets�C,ry�st oo,Ea9s],..Loa-�2�o 1-e�,.Ia:o-1-s2,o-2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.93 Vert(LL) -0.20 J-M >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.91 Vert(CT) -0.38 J-M >747 180 TCDL 13.0 Rep Stress Incr YES WB 0.66 Horz(CT) 0.07 G n/a n/a BCLL 10.0 Code IBC2015ITP12014 Matrix-MS Weight:92 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF 210OF 1.8E*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. A-D:2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 9-1-10 oc bracing. BOT CHORD 2x4 SPF 210OF 1.8E"Except" WEBS 1 Row at midpt F-G,C-H,E-G G-1:2x4 SPF No.2 WEBS 2x4 SPF No.2"Except* C-J,E-H:2x3 SPF No.2 REACTIONS. (lb/size) G=1115/0-5-8,B=1269/0-5-8 Max Horz B=259(LC 10) Max Uplift G=-164(LC 14),B=-145(LC 10) Max Grav G=1369(LC 3),B=1327(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-2661/221,C-E=-1495/98,F-G=-365/86 BOT CHORD B-J=-409/2454,H-J=-409/2454,G-H=-210/1346 WEBS C-J=0/335,C-H=-1210/214,E-H=0/766,E-G=-1627/255 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,J�� C,A/? 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide WAS will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except Qt=lb) G=164,B=145. r/ r�JISTL�ZC� June 14,2019 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.1010312015 BEFORE USE Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system,Before use,the building designer must verity the applicability or design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web andtor chord members only, Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPli Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safefy Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 i r I r25191 Type City +Ply )PAC-3903172nd St NE-Arlington-WAU1351110 A15 Half Hip 1 1 ,Job Ref9rence(opl6onal) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:56:32 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzl USd-DEDFIv?BDQk26RfapHul8t_awWj4CUULbgaU3Yz7KsT i-1-10-6 _ 7-6-8 t 14-3.8 21-0-8 23." 1.10 8 7-6-8 6-9-0 6-9-0 2-5-8 5x7= 1.5x4 §call=1:45.1 4.12 ,12 F G "11 � 4x4 3x7 j� / '! 1.5x4 \1, N 12V K J I P Q 4x5 = 44 = 3x5 = 46 = H 3x5 863-8 15-9-8 $3 6 0 8-3-6 7$0 7-8-8 Plate Offsets(x> -�E;o_�-a�a2�, :o-3-a�o•�-�z�,p:o,2-oaat a,.K o0-- &M _ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.98 Vert(LL) -0.28 H-1 >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.85 Vert(CT) -0.41 K-N >686 180 TCDL 13.0 Rep Stress Incr YES WB 0.83 Horz(CT) 0.05 H n/a n/a BCLL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:90 lb FT=20% - BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals,and BOT CHORD 2x4 SPF No.2*Except* 2-0-0 oc purlins(6-0-0 max.):F-G. B-J:2x4 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x3 SPF No.2`Except* WEBS 1 Row at midpt F-H F-H:2x4 SPF No.2 REACTIONS. (lb/size) H=1117/0-5-8.B=1271/0-5-8 Max Horz B=232(LC 10) Max Uplift H=-155(LC 10).B=-154(LC 10) Max Grav H=1437(LC 32),B=1550(LC 30) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-3326/263,C-E=-3150/288,E-F=-1656/163 BOT CHORD B-K=-424/3074,I-K=-248/1806,H-1=-69/443 WEBS C-K=-719/178,E-K=-161/1369,E-1=-1258/244,F-1=-184/1721,F-H=-1415/226 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category It;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord We load nonconcurrent with any other live loads. `� GA 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide NNA I2(�9 ,/, will fit between the bottom chord and any other members,with BCDL=10.Opsf. O 8)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. �{ 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except Ot=lb) ' H=155,B=154. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. g �U June 14,2019 ,&WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing n q�Te� is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the i V l 1 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,OSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,1_3Z 3G7 �pb i Truss 1 Type ' Ply -PAC-3905 172nd St NE-Arlington-WA I25191 A16 iHelf Hip 1 1 U7351111 i IJob Reference(optional) Alliance Truss(CA). Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,In¢.Tue Jun 11 13:56:332019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzlUSd-hQmdWFOp__jsvjhFnN?Q_g5Xn7w3ixw7UgUK1 c_z7KSS -1-1a8 6-10-8 _ 12-5-0 1948 23-" 1-10-8 6.10.E S-" 6-4-8 4-5-8 5x6 = Scale=1:42.5 1.5x4 II 4.12 12 F G i� 3x4 I 3x5 \ o % \\\ 1.5x4 3x7 = 3x5 = 3x5 = 4x5 = H 3x5= 6-3-8 1511-17 23-" 8_" 7.83 7-6-5 Plate Offsets(X,Y)- [B:o-0-12,0-D 8 [E:o-2 4,0-1-8 [F:a2-8,a,-12J,[1:0-1-1z,a1-a1[K a1a2.a�-s) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.89 Vert(LL) -0.23 H-1 >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.89 Vert(CT) -0.38 K-N >741 180 TCDL 13.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.06 H n/a n/a BCLL 10.0 Code IBC2015/TPI2014 Matrix-MS Weight:88 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-9 oc purlins, BOT CHORD 2x4 SPF No.2*Except* except end verticals,and 2-0-0 oc purlins(6-0-0 max.):F-G. B-J:2x4 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x3 SPF No.2"Except' WEBS 1 Row at midpt F-H F-H:2x4 SPF No.2 REACTIONS. (lb/size) H=1117/0-5-8,B=1271/0-5-8 Max Horz B=212(LC 10) Max Uplift H=-149(LC 10),B=-160(LC 10) Max Grav H=1334(LC 32),B=1594(LC 30) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-3433/291,C-E=-3076/270,E-F=-1519/142 BOT CHORD B-K=432/3172,I-K=-288/2057,H-1=-114/775 WEBS C-K=-673/156,E-K=-84/1077,E-1=-1231/218,F-1=-100/1344,F-H=-1385/206 NOTES- 1)Wind:ASCE 7-10;Vult=11 Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. C1� ��7^• 8)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. CEO 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except Qt=lb) H=149,B=160. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 39586 June 14,201911` AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE I Design valid for use only with MiTek®connectors-This design is based only upon parameters shown,and is for an individual building component,not • a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall , building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS1frP11 Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 T1uss )Type aty Ply—��C-3905 172nd St N E-A dington-WA i25191 1A17 Monopitch 1 1 I U1351112 _ 40b Reference topllonal) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:56:35 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbe Dzl USd-d puOxwl4V L7dzuN9UQSSm WcC2kirPuSnHop8gtz7KsO 1-16$ i 6-" 12-0-6 i 17$•0 23.6.0 24-7-8 1-10-B 6-5-0 0-8 5-7-8 5-10-0 1-1.8 4.12 F1_2 2x4 11 H$cfile=1:47.2 4x4 46 i P E 3x4 D 6 m 1.5x4 \1 N %� L' K J Q R Ski 45 = 3x4 — 3x5 -_- 4x4 = I 3x5 = I 6-3-8 15,9 8 $3.8.0 B-3-8 f 7-6-0 t 7 8 8 Plate ortse:s;!?c� [Ego-3�o,Eckel,�at �2,az.0t:.CJ:0-2o,ai�iz). LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.1 13. 5 TC 0.53 Vert(LL) -0.20 I-J >999 240 MT20 197/144 (Roof Snow=2 Lumber DOL 1.15 BC 0.97 Vert(CT) -0.35 L-O >807 180 BCDL 13.0 Rep Stress Incr YES WB 0.63 Horz(CT) 0.07 1 n/a n/a BCDL 10.0 BCDL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:98 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-10-14 oc purlins, A-E:2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2*Except* WEBS 1 Row at midpt G-1,F-I G-I,F-1:2x4 SPF No.2 REACTIONS. (lb/size) 1=1214/0-5-8,B=1267/0-5-8 Max Horz B=267(LC 10) Max Uplift I=-189(LC 14),B=-141(LC 10) Max Grav 1=1489(LC 3),B=1315(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-2732/245,C-D=-2460/197,D-F=-1354/89,G-1=-446/133 BOT CHORD B-L=-454/2555,J-L=-302/1736,I-J=-158/953 WEBS C-L=-489/162,D-L=-63/794,D-J=-788/189,F-J=-60/950,F-1=-1366/232 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19,9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. �;AS Y 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. n� O. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except 0t=11b) 1=189.B=141. m •J i'. 39586 GIs I. 1L.�� SS�DA'At✓C��G June 14,2019 &WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE Design valid for use only with MiTek®conneclors.This design is based only upon parameters shown,and is for an individual building component,not 1i a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only.Additional temporary and permanent bracing T e I< is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Mi l lebdeetion,sforepa,delivery,erection and bracing of trusses and fit"systems,see ANS11TPI1 quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Setafy Inforr"don available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss s Type Qly Ply PAC-3905 172nd St NE-Arlington-WA U1351113 25191 A18 Half Hip Supported 1 1 I LM Refereece al) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 S May 22 2019 MITek Industries,Inc. Tue Jun 11 13:56:38 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-2OaWZy4yoGVCgM6kAY79N8Ei9xslcEiDzml oHBz7KSN 4-0-2 10 2-8 18.0-14 21-11-4 23-6-0� 44 2 5-10-6 5-10-6 5-10 6 1$12 5x6 = 3x4 II Scale=1:46.9 K L 4.12 F1-2 t �j H � _ G I F I I 0.25 112 I 6x10 MT18HS 6xl AMTI8HS = B /C 1 Y X -W V •U R T S Q. P O N M 4x10 MT18HS 11 506 = 4x7 — 3x5 11 5x7 = 4-4-2 13-9-13 23-6-0 Plate Offsets(X,Y}_[A 0�3 4,0-2-8]t B[_:0.4-t3.EdgeJ,[K:0-3-0,0-2-4Ji[M_00e,0-3-oj,,[N:W3.0,0-1-8 [R:0-3-8 0�1.4J [Fi:0 0,0.1-12J,[S:0-1-12,0-0 0], .0-54 1-2-8J LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.61 Vert(LL) n/a _ n/a 999 MT20 1971144 (Roof Snow=2 TCDL 13.3.0 Lumber DOL 1.15 BC 0.47 Vert(CT) n/a n/a 999 MT18HS 197/144 Rep Stress Incr YES WB 0.66 Horz(CT) -0.07 N n/a n/a BCLL 10.0 Code IBC2015/TP12014 Matrix-S Weight:125 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF 2100F 1.8E"Except' TOP CHORD Structural wood sheathing directly applied or 2-9-9 oc purlins, K-L:2x4 SPF No.2 except end verticals,and 2-0-0 oc purlins(6-0-0 max.):K-L. BOT CHORD 2x4 SPF No.2"Except' BOT CHORD Rigid ceiling directly applied or 3-2-5 oc bracing. R-Y:2x4 SPF 2100F 1.BE WEBS 1 Row at midpt L-MI,A-X,K-M,K-N WEBS 2x4 SPF No.2*Except* A-X:2x4 SPF 210OF 1.8E OTHERS 2x4 SPF No.2 REACTIONS. All bearings 23-6-0. (lb)- Max Horz Y=235(LC 43) Max Uplift All uplift 100 lb or less at joint(s)0,P,Q.S,T,U,V,W except Y=-2490(LC 37),M=-1811(LC 40),X=-656(LC 46),N=-1669(LC 37) Max Grav All reactions 250 lb or less at joint(s)W except Y=2628(LC 44), M=1795(LC 57),X=830(LC 29),N=1766(LC 56),0=293(LC 74),P=265(LC 74), Q=269(LC 74),S=269(LC 74),T=270(LC 74),U=265(LC 74),V=285(LC 74) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-Y=-2570/2487,A-B=-6795/6656,B-C=-6076/5949,C-D=-5590/5475,D-E=-4912/4812, E-F=-4233/4148,F-G=-3554/3484,G-H=-2875/2820,H-1=-2198/2158,I-J=-1525/1486, J-K=-885/850,K-L=-510/495 BOT CHORD X-Y=-1481/1408,W-X=-5658/5649,V-W=-5102/5155,U-V=-4544/4535,T-U=-3924/3915, S-T=-3304/3295,Q-S=-2684/2675,P-Q=-2064/2055,O-P=-1444/1435,N-0=-824/815, M-N=-417/408 WEBS A-X=-7161/7257,B-X=-1869/1804,K-M=-1851/1858,K-N=-1704/1670,J-0=-253/125 NOTES- ���1�4 6/1�2(�' 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; F \YAS/7 MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)Provide adequate drainage to prevent water ponding. 395$6 �r 6)All plates are MT20 plates unless otherwise indicated. % r/*(1/STL•�Z V 7)All plates are 1.5x4 MT20 unless otherwise indicated. ( �� 8)Gable requires continuous bottom chord bearing. rs/QNALVO'V 9)Gable studs spaced at 2-0-0 oc. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide June 14,2019 baparen he bottom chord and anv other members with BCDL=10.0 sf. WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design, Bracing indicated is to prevent buckling or individual truss web and/or chord members only.Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the Fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI'TPl1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 I .I ob Truss Type Oty ;Ply IPAC-3905172nd St NE-Afflogton•WA U1351113 25191 (A18 'Half Hip Supported 1 1 + I I Job Reference(spgonal) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc.The Jun 11 13:56:38 2019 Page 2 I D:rCTmK6iuyDTt_yZuzrFbeDzl USd-20a WZy4yoGVCq M6kAY?9N8Ei9xs I cEiDzm 1 off Bz7KsN NOTES- 12)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 13) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)O,P,Q,S,T,U,V,W except Qt=lb)Y=2490,M=1811, X=656,N=1669. 14)This truss has been designed for a total drag load of 310 plf:Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 23-6-0 for 310.0 plf. 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/0312015 BEFORE USE, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing OF Mire�c. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANOTM Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Informaffon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,1-3Z 3G7 Job �IVES a Type City `Pty -PAC-3905 172nd St NE-Arlington-WA 11 II U1351114 125191 A19 IMonopitch Structural Gable 1 I 1 1 30b Reference o tonal AiQano Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:56:41 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-SzFfBz6r5BtmhprJrg7s?nsDeBnR pcvffkGSu W77KsK 1-10-8 6-5-0 12-" 17-" 23-6-0 26-3-0 1-10$ 6-5.0 1 5-7.8 5-7-6 5-10-0 2-9-0 _ H 4.12 12 --Stiole=1:48.6 8x10 46 F /� r E 3x4 _ / 1.5x4 N _ • L/ L K J W X 3x4 = 3x5 = 44 = 3x6 = 3x6 8-3-8 23411.0 8_3 8 1 7.8.0 7-" Plate 0M8et8-(7C Y} [13:0-0 8.0-0-01,.EI 0 3..Edge1L(F:0-IMIA-1-31,[P.0.1.8,04.011 0.5.O.Q-2-12I,IG:O-2.0.0�0�81,fJ:O-2-0.0-1-12f LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 (Roof Snow=2 13. Plate Grip DOL 1.15 I TC 0,53 Vert(LL) -0,20 1-1 >999 240 MT20 1971144 Lumber DOL 1.15 BC 0.96 Vert(CT) -0.34 L-V >816 180 TCDL 3.0 Rep Stress Incr YES WB 0.63 Horz(CT) 0.06 1 n/a n/a BCILL 10.0 BCILL 10.0 * Code IBC2015ITP12014 Matrix-MS Weight:119 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-11-7 oc purlins, A-E:2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2*Except* WEBS 1 Row at midpt G-1,F-I G-I,F-I,F-N:2x4 SPF No.2,F-M,N-O:2x6 SPF No.2 O 1 HERS 2x4 SPIF No.2 REACTIONS. (lb/size) 1=1349/0-5-8,B=1256/0-5-8 Max Horz B=281(LC 10) Max Uplift 1=-223(LC 14),B=-134(LC 10) Max Grav 1=1666(LC 21).B=1294(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-2667/219,C-D=-2396/171,D-F=-1290/56,G-1=-706/244 BOT CHORD B-L=-444/2494,J-L=-293/1675,I-J=-147/892 WEBS C-L=-488/162,D-L=-63/794,D-J=-790/192,F-J=-64/951,F-1=-1284/217 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss'designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs �`< GAill non-concurrent with other live loads. I 'ASF/ 6)All plates are 2x4 MT20 unless otherwise indicated. Cl 1 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' •a� 9)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) 39.586 1=223,B=134. p ` Q cISTLtZv FSS�ONAL June 14,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE 114I1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N,Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 I !Job ITry35 )Type aty Ph )PAC-3905 172nd St NE-Arlington-WA i I-�,, U1351115 25191 I MOnWitCh Supported Gable 3 1 I I _ Job Raiarence(optional) Alliance Truss (CA), Abbotsford,BC-V2S 71136, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:56:49 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-DVkgtjCsCetee2SrJMikKTBZSNaShKErV CtA3z7KsC 23.8-0 23-6-0 I L 4.12 1:43.9 K i 3x4 H I X F H !� ad D_ i I % f , , t 4x12 MT18HS = W V U T S R Q P O N M 4x4 = 23-6-0 23-8-0 ,Plate 0ifsets(X�ll�-.___jA„0�2.Ed9)__ -- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.67 Vert(LL) n/a n/a 999 MT20 1971144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.63 Vert(CT) We n/a 999 MT18HS 197/144 TCDL 13.0 Rep Stress Incr YES WB 0.22 Horz(CT) 0.11 M n/a n/a BCLL 10.0 Code IBC2015/TP12014 Matra-S Weight:109 lb FT=20°! BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2"Except' TOP CHORD Structural wood sheathing directly applied or 2-6-6 oc purlins, A-H:2x4 SPF 210OF 1.8E except end verticals. BOT CHORD 2x4 SPF No.2"Except` BOT CHORD Rigid ceiling directly applied or 2-8-15 oc bracing. A-R:2x4 SPF 2100F 1.8E WEBS 1 Row at midpt L-M WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No,2 REACTIONS. All bearings 23-6-0. (lb)- Max Horz A=235(LC 10) Max Uplift All uplift 100 lb or less at joint(s)M,N,O,P,Q,S.T,U,V except A=-2475(LC 46),W=-113(LC 37) Max Grav All reactions 250 lb or less at joint(s)M,Q,S,T,U except A=2630(LC 41),N=298(LC 29),0=262(LC 20).P=262(LC 20),W=603(LC 26) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-7910/7549,B-C=-6032/5885,C-D=-5301/5181,D-E=-4685/4576,E-F=-4007/3913, F-G=-3328/3249,G-1=-2649/2586,I-J=-1970/1922,J-K=-1290/1257,K-L=-621/601 BOT CHORD A-W=-7233/7232,V-W=-5528/5528,U-V=-4846/4846,T-U=-4288/4288,S-T=-3668/3668, Q-S=-3048/3048,P-Q=-2428/2428,O-P=-1808/1808,N-0=-1188/1188.M-N=-568/568 WEBS B-W=-426/177 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry GAIt(',/ Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. ASf 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)All plates are MT20 plates unless otherwise indicated. ` 6)All plates are 1.5x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 2-0-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Jr G~ 10)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0 i0586 -0 wide ��j, �!(i1S'I'li will fit between the bottom chord and any other members,with BCDL=10.Opsf. 11)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. `SS%(�11 f�L�.�V 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)M,N,O,P.Q.S, T,U.V except Qt=lb)A=2475,W=113. 13)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist June 14,2019 drao loads alono bottom cho fro 0.0-0 t 23 f r 10,0 f. ,&WARNING-Verify design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev.1010312015 BEFORE USE, Design valid for use only with MiTek@)connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss System.Before use,the building designer must verify the applicabilityof design parameters and properly incorporate this design into the ovefas building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing N ��,I iC is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the M tabACation,storage,de8very,efectlon and bracing of trusses and WAS systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road SshW Information available From Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss s Type ly fly -PAC-3905 172nd St NE-Arlington-WA U1351116 25191 A21 GABLE 2 ' 1 r IJob Reference(opllonal) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:56:54 2019 Page 1 I D:rCTm K6iuyDTt_yZuzrFbeDzl USd-aTYZwQG_1 AWwlpKp6vlvl W VQHOI IM3TafFverGZ7Ks7 23-4-0 23-4-0 4.12 12 i.� Scale=1:43.9 3x4 H i X D i% a, o - 5x14 MT18HS = w V U T S R Q P O N M 4x4 23-4-0 23.4.0 �la�e ottse�s.�x vr- In•o-�-t.r�ge� LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.66 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.62 Vert(CT) n/a n/a 999 MT18HS 197/144 TCDL 13.0 Rep Stress Incr YES WB 0.22 Horz(CT) 0.11 M n/a n/a BCLL BCDL 10.0 * Code IBC2015/TP12014 Matrix-S Weight:109 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-6-7 oc purlins, A-H:2x4 SPF 210OF 1.8E except end verticals. BOT CHORD 2x4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 2-9-3 oc bracing. A-R:2x4 SPF 210OF 1.8E WEBS 1 Row at midpt L-M WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. All bearings 23-4-0. (lb)- Max Horz A=235(LC 36) Max Uplift All uplift 100 lb or less at joint(s)M,N,O,P,Q,S,T,U.V except A=-2534(LC 46),W=-173(LC 37) Max Grav All reactions 250 lb or less at joint(s)M,Q,S,T.U.V except A=2690(LC 41),N=297(LC 29),0=262(LC 20),P=262(LC 20),W=626(LC 26) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-7883/7525,B-C=-6033/5887,C-D=-5301/5180,D-E=-4685/4576,E-F=-4007/3913, F-G=-3328/3249,G-1=-2649/2586,I-J=-1970/1922,J-K=-1290/1257,K-L=-621/601 BOT CHORD A-W=-7181/7181,V-W=-5528/5528,U-V=-4846/4846,T-U=-4288/4288,S-T=-3668/3668, Q-S=-3048/3048,P-Q=-2428/2428,O-P=-1808/1808,N-0=-118811188,M-N=-568/568 WEBS B-W=-414/234 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry ,vJ,ti GARCC_f-q Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. \'A.S1 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)All plates are MT20 plates unless otherwise indicated. 6)All plates are 1.5x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 2-0-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. f iNSBG 10)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �� kj.GIST will fit between the bottom chord and any other members,with BCDL=10.Opsf. 11)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. S'/��'AL C, 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)M,N.0,P,Q.S. T,U.V except Qt=lb)A=2534,W=173. 13) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)A. June 14,2019 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only.Additional temporary and permanent bracing T ek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the Mi l fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Ob fuss Ty)il! ty 'Ply ,PAC-3905 172nd St NE-Arlington-WA 1 U1351116 5191 IA21 GABLE 2 1 Lob�Reference CcipUonal), AWOMM Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc Tue Jun 11 13:56:55 2019 Page 2 I D:rCTmK6iuyDTt_rZuzrFbeDzl USd-2f6x7mHdoUenMzv?fcpBZkRbOndx51jjtvfCNiz7Ks6 NOTES- 14)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 234-0 for 310.0 plf. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTek@)connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web andlor chord members only.Additional temporary and permanent bracing Mire k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the labocation,Storage,delivery,ereclba and bracing of trusses and Vwss systems,see ANSIITP11 Quality Criteria,DSB-89 and SCSI Building Component Safety Information available Irom Truss Plate Institute,218 N.Las Street,Suite 512,Alexandria,VA 22314. 100 Industrial Road Bradford,ON,L3Z 3,37 Ob Trues s Type City IiPly -PAC-3905 172nd St NE-Arlington-WA U1351117 55191 A22 -MONOPITCH 1 1 � )Job Reference LVIonal) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:56:58 2019 Pepe 1 I D:rCTm K6iuyDTt_yZuzrFbeDzl U Sd-SEn4loJV5POMD Rea I IMrRM36P?a i I I FgA7_tts_177Ks3 6-3.0 11.104 1 T•7.1 23.4.9 8.3-0 8 7$ 5-8-10 7 5-8-15 4.12 112 Scale=1:46.8 F 3x4- 4x4 5 ii- 3x6 E N �l 3x4 1.5x4 o A _ 717 H J I H O P Q 3x4 = 3x4 = 4x4 = 3x5 = 4x4 = 8-1-8 18.34 234.0 B-1-8 8.1-8 7-1-0 Plate gf(aets,'3�C :0-1-9,Edgej,LO-1.4,0-2-0J,[H:0-2-0,0.1-8] LOADING (psf)` SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.59 Vert(LL) -0.16 J-M >999 240 MT20 1971144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.93 Vert(CT) -0.30 J-M >938 180 TCDL 13.0 Rep Stress Incr YES WB 0.78 Horz(CT) 0.07 G n/a n/a BCLIL 10.0 BCDL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:89 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-3 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2`Except` BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. F-G,E-G:2x4 SPF No.2 WEBS 1 Row at iiiidpt F-G,E-G RLACIIONS. (lb/size) U=111U/U-b-H,A=1113/U-3-8 Max Horz A=232(LC 10) Max Uplift G=-165(LC 10).A=-84(LC 10) Max Grav G=1362(LC 3).A=1188(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-2718/263,B-C=-2455/213,C-E=-1275/84,F-G=-260/64 BOT CHORD A-J=-462/2538,H-J=-310/1734,G-H=-155/958 WEBS B-J=-473/165,C-J=-61/793,C-H=-835/198,E-H=-54/921,E-G=-1399/228 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)"This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)A except Qt=lb) Sv N 4 GAR(.., G=165. WAS tr�,t � GZ 39586 ,� V� sS�GNrAI.t:�`G June 14,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MIT REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek@ connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate[his design into the overall building design- Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI7 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 JOb TIR" Qly 'Ply ?AC-M 172nd St NE-Arlington-WA + I U1351118 '25191 A23, ;Hoff Hip 1 1 1 Job Reference lional Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:57:02 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzlUSd-L?1 bb9M08dWoi2xLabRnMCEkccOkE2nlUVr47oz7Ks? -1.1Q8 TA1-13 15.2-2_ 2244 23;6-0 1-10-8 7-11-13 7-2-6 7-2-6 1-1--8 Scale=1:50.8 6x10 MT18HS = 1 4.12 '12 .5x4 II F G / 3x5 3x4 E ./ D 3x4 O 3I K J I P H 4x5= 1.5x4 II 4x6 = 3x4 = 4x8 II 7-11-13 , 15-2-2 23-6-0 7-11-13 7-2-6 8-3-13 Plats gt5eks(x Yy.- [e*a2-SjSdge1,[E:0-2-44711-8].(F:aS-s,Eagel.0:0-1-12 a-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) /dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.89 Vert(LL) -0.20 K-N >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.61 Vert(CT) -0.37 K-N >763 180 MTIBHS 197/144 TCDL 13.0 Rep Stress Incr YES WB 0.84 Horz(CT) 0.07 H n/a n/a _ BCLL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:94 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals,and D-F:2x4 SPF 21 OOF 1.8E 2-0-0 oc purlins(6-0-0 max-):F-G. BOT CHORD 2x4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x3 SPF No.2*Except* WEBS 1 Row at midpt C-1,E-H C-I,E-H:2x4 SPF No.2 REACTIONS. (lb/size) H=1117/0-5-8,B=1271/0-5-8 Max Horz B=245(LC 10) Max Uplift H=-159(LC 10).B=-150(LC 10) Max Grav H=1464(LC 30),B=1518(LC 30) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-3230/241,C-E=-1894/119 BOT CHORD B-K=-415/2981,I-K=-415/2981,H-1=-220/1671 WEBS C-K=0/311,C-1=-1404/209,E-1=0/848,E-H=-1892/240,F-H=-558/143 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurtent with any other live loads. ��'AS 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �1� will fit between the bottom chord and any other members,with BCDL=10.opsf. �� y 9)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) - H=159,B=150. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 39586 ss/eNALG'`�v June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek@ connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Wei( always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,Road 3G7 Ob Truss s Type ocy Ply �-PAC-3905 172nd St NE-Arlington-WA U1351119 2 I �5191 A24 Monopitch 1 1 I 11 � JQb Referencelienel) Alliance Truss (CA), Abbotsford,BC-V2S 7P0, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:57:06 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-DnG6RXPWCs1 DBfF6pQVjW20VDD13Aw8LP7pHFaz7Krx 1-10-8 6-5-0 12-0-8 t 17-8-0 23-6.0 24.4.8 1-10-8- - 6-5-0 - - - 5-7.8 5.7.8 6-10.0 0.10.8 4.12 712 Scale=1:48.5 G H 2x4 4x4 4x6 P E 3x4 an C L K J Q R I 4x5 = 3x4 = 3x5 = 4x4 = 3x5 - 8-3-8 15-9-6 23-6-0 8-3-8 I 7.8-0 7-8.8 Plate Offsets KY} _1E�3'Ojll gqM,.�F:O-b12.0-3-OIr.LG:0-2-0.0-0-12]4.LJ:0-2-0.!-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.54 Vert(LL) -0.20 I-J >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.97 Vert(CT) -0.35 L-O >806 180 TCDL 13.0 Rep Stress Incr YES WB 0.63 Horz(CT) 0.07 1 n/a n/a BCLL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:97 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2"Except" TOP CHORD Structural wood sheathing directly applied or 2-10-13 oc purlins, A-E:2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2*Except* WEBS 1 Row at midpt G-t,F-i G-I,F-1:2x4 SPF No.2 REACTIONS. (lb/size) 1=119510-5-8,B=1268/0-5-8 Max Horz B=265(LC 10) Max Uplift 1=-184(LC 14),B=-142(LC 10) Max Grav 1=1467(LC 3),B=1318(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-C=-2740/249,C-D=-2468/200,D-F=-1362/92,G-1=409/118 BOT CHORD B-L=-454/2562,J-L=-303/1743,I-J=-159/960 WEBS C-L=-489/162,D-L=-63/794,D-J=-787/188,F-J=-60/949,F-1=-1376/233 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ,V(� GA I? will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) 1=184,B=142. 19586 O��I (;1SI*V-- ' =� SS/U�rALF,6 June 14,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1I rev.10/03/2015 BEFORE USE, *� Design valid for use only with MiTek@ connectors,This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate[his design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TP/1 Quality Criteria,DSB-69 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 I ^ 1Jcb Tfuas Type ally 'Ply r4C-3905 1720d St NE-Arlington-WA U1351120 .25191 A25 IMonopilch 12 1 I � Wob Reference�o�fuonaJ. Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MTek Industries,Inc, Tue Jun 11 13:57:11 2019 Page 1 I D:rCTmK6iuyDTt_yZuzrFbeDzl USd-ak3?U ETfl OfW H R84b_5u D5614 EOdg9A4ZPX2wnz7Krs 1-10 8 65-0 12-0-8 17-8-0 23-6-0 27-0-12 1.10-8 8 8 0 5 7$ 5 7$ t 5 10-0 3-8-12 1 H 4.12 112 3.4 11 "0=1:50-0 G ��- 4x4 4x6 P � E 3x4 r� ! 1.5x4 R '=� I 3x4 - 3x5 = 4x4 = 5x6 = 3x6 = 8-3-8 15$8 234-0 8_" 760 Plate Offsets if '��"�a; -B�� d�,.[E:o-3 o,gdpb: -air y-4.0.2-123,J�M-2-0,a�-�J LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TIC 0.78 Vert(LL) -0.20 I-J >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.95 Vert(CT) -0.34 L-O >819 180 TCDL 13.0 Rep Stress Incr YES WB 0.64 Horz(CT) 0.06 1 n/a n/a BCLL 10.0 Code IBC20151TPI2014 I Matrix-MS Weight:102 lb FT=20% - BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-11-10 oc purlins. A-E:2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2*Except* WEBS 1 Row at midpt G-1,F-I G-I,F-1:2x4 SPF No.2 REACTIONS. (lb/size) 1=1419/0-5-8,B=1247/0-5-8 Max Horz B=288(LC 10) Max Uplift 1=-242(LC 14),B=-129(LC 10) Max Grav 1=1751(LC 21),B=1277(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-C=-2616/203,C-D=-2347/155,D-F=-1237/46,G-1=-866/307 BOT CHORD B-L=-437/2445,J-L=-287/1632,I-J=-138/832 WEBS C-L=-484/161,D-L=-62/790,D-J=-802/195,F-J=-67/960,F-1=-1203/206 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Cw GARC. will fit between the bottom chord and any other members,with BCDL=10.Opsf. \'A S// 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8)Provide mechanical connection(by others)of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s)except Qt=lb) 1=242,B=129. �` 2 4 SSlo) June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.1010312015 BEFORE USE, Design valid for use only with MiTek®connectors-This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing j� ek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Ml l fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss ;Type Qty Ply -PAC-3905 172nd St NE-Arlington-WA I U1351121 26191 A25A Morulpitcl/ 1 1 I Job Reference opllonel) Alliance Truss (CA), Abbotsford,BC-V2S 7P6. 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:57:12 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-2wdNiaUHoinNvaiG9hc7mJeWYeM ZCLDn3GbTD77Krr 6.5-0 12-0-8 17-8-0 23-6-0 274a12: r 1-10-8 6-5-0 - 5-7-8 5.7-8 -� 5-10.0 3-6-12 _ H 4.12 112 'SOele=1:50.3 412 = =i•// G ! I 4x4 4x6 R / E F 3x4 \ r 5, c to N Q Y l�i11i ' - 4X8 = Io It L K J S T 3x4 = 3x4 = 44 = 44 = 3x6 = 93$ 15-9-8 23-6-0 7-" Plate otrr _{x y .ta:ao-_s_o�-n),tE:a3-or Reel, 2_sJ JG:axs a2-o1,[I:a1-8 0-1-sl,t ls0-2-0.0-1-121, 12.0-2-01 LOADING (psf) 0 SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP CLL 25. Plate Grip DOL 1.15 TC 0.55 Vert(LL) -0.17 L-P >999 240 MT20 197/144 (Roof Snow=20) Lumber DOL 1,15 BC 0.94 Vert(CT) -0.34 L-P >821 180 TCDL 1 BCDL 13.0 Rep Stress Incr YES WB 0.65 Horz(CT) 0.05 Q n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-MS Weight:114 lb FT=20 LUMBER- BRACING- TOP CHORD 2x6 SPF 210OF 1.8E*Except* TOP CHORD Structural wood sheathing directly applied or 2-11-10 oc purlins, A-E:2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2*Except* WEBS 1 Row at midpt F-I,G-Q G-I,F-I:2x4 SPF No.2 OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) B=1247/0-5-8,Q=1410/0-3-8 Max Horz B=287(LC 10) Max Uplift B=-129(LC 10).Q=-244(LC 14) Max Grav B=1276(LC 3),Q=1742(LC 21) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-C=-2615/203,C-D=-2346/155,D-F=-1228/47,I-M=-117/973.G-M=-117/973 BOT CHORD B-L=-436/2444,J-L=-287/1628,I-J=-138/826 WEBS C-L=-482/161,D-L=-61/797,D-J=-809/194,F-J=-70/944,F-1=-1118/194,G-Q=-1744/411 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19,9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 't} GARCl9 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide AS will fit between the bottom chord and any other members,with BCDL=10.0psf. 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. ^�� 6)Bearing atjoint(s)Q considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify h 71 capacity of bearing surface. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 to uplift at joint(s)except Qt=lb) B=129,Q=244. 39586 r k�<%ISTV-.VL SS�ONAL1u�`> June 14,2019 QWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111.7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTek@)connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 quality Criteria,DSB-99 and BCSI Building Component 100 Industrial Road Safety information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 l !Job Tfuas VType oty Ply PAC-3965 172nd St NE-Arlington-WA U1351122 �25191 ,A26 MOnopitch Supported Gable 1 1 Job Reter8nc8�optional--�� Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:57:16 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-xituXxXorxHpNC01 OXh3w9p8pFopVYrpihEpc_z7Krn .1-10.8 23-6_0 27-¢72 1-10-8 23.6-0 3-6-12 N 4.12 12 3x4 11 i- =1:50.1 i 2x4 11 M / 2x4 if 2x4 II 4x6 K ~yy y 1` H i l I I G F E - �i�`�--- ' m C - D i 5x16 = Y X W J V U T S R Q P O 4x4 23.6.0 23-6-0 Plate 0lfssts LX Y}- (8:0-3-8,EtlgC�,P 0-34,Edgej LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.78 Vert(LL) 0.03 M-N n/r 120 MT20 1971144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.63 Vert(CT) 0.00 M-N n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.16 Horz(CT) 0.11 0 n/a n/a _ BCLL 10.0 BCDL 10.0 Code IBC2015/TP12014 Matrix-S Weight:123 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-6-9 oc purlins, A-1:2x4 SPF 210OF 1.8E except end verticals. BOT CHORD 2x4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 2-9-0 oc bracing. B-T:2x4 SPF 210OF 1.8E WEBS 1 Row at midpt M-0 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 WEDGE Left:2x4 SP No.3 REACTIONS. All bearings 23-6-0. (lb)- Max Horz B=288(LC 37) Max Uplift All uplift 100 Ib or less at joint(s)Q,R.S,U,V,W,X,Y except 0=-228(LC 40),B=-2533(LC 37),P=-371(LC 20) Max Grav All reactions 250 lb or less at joint(s)P,R,S,U,V,W.X except 0=965(LC 20),B=2683(LC 58),Q=278(LC 30).Y=549(LC 29) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-7942/7730,C-D=-6069/5898,D-E=-5335/5189,E-F=4720/4585,F-G=-4041/3922, G-H=-3366/3262,H-J=-2666/2577,J-K=-1990/1915,K-L=-1319/1219,L-M=-686/620, M-0=-956/386 BOT CHORD B-Y=-7231/7233,X-Y=-5528/5528,W-X=-4846/4846,V-W=-4288/4288,U-V=-3668/3668, S-U=-3048/3048,R-S=-2428/2428,Q-R=-1808/1808,P-Q=-1188/1188,O-P=-567/568 WEBS L-P=-128/421,C-Y=-377/160 NOTES- 1)MWFRS(envelope)gable lend zone sand C-C Exterior(2)zone;cantilever left and C right ex0posed;3e d vertical left B posed;C-C for ,V ASS members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 �1� � f/fit 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSIIrPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 - 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads.6)All plates are 1.5x4 MT20 unless otherwise indicated. UL k�f3958;95R(i *' 7)Gable requires continuous bottom chord bearing. l• �= 8)Gable studs spaced at 2-0-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenI with any other live loads. 10)*This truss has been designed for a live load of 20.Opsf on the bottom chord 1n all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. June 14,2019 tlddllAlYtat> �assumed to be SPF No.2 crushing capacity of 425 osi. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTe{< is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 qualify Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 `JOb !A26 "= 3 Type Ply -PAC-3905 172nd St NE-Arlington-WA U1351122 Z5191 Monopitah Supported Gable 1 1 I Job.Reference I Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:57172019 Pegs 2 I D:rCTm K6iuyDTlyZuzrFbeDzl USd-PuRGIHYQcEPF?MbEyEC I SM MJZf82E?5zxK_M8RZ7Kl In NOTES- 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)Q,R,S,U,V,W,X,Y except Qt=1b)C=228,B=2533, P=371. 13)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 23-6-0 for 310.0 plf. ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not '• a truss system.Before use,the building designer must verify the applicability or design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M ek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314 Bradford,ON,L3Z 3137 I 50 Truss •TyT pe Oly Ply PAC-3905 172nd St NE-Arlington-WA 125191 A27 :Monopitch 13 1 f U1351123 _ IlJob Reference do t AJNOCXO Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:57:21 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-HfgnafbwgTv5Uzu?B4H EdC W?YGP5Ah WYsyya HCz7Kri 6-5-0 12-0-8 17-8-0 23-6-0 274�12 6-5-0 - 5-7-8 5-7-8 5-10-0 3-6-12 4.12 1 G 2 3x4 _ '-beets 1:49.0 F 4x4 r 4x6 O D E 3x4 N C �I I 1.5x4 A ' \ K J I P Q 4x4 = 3x4 = 3x5 = 4x4 = H 5x6 = - 8-3-8 5.8$ 23-" 8- & 1 7-6-0 7-8$ Plate of(aels 0-1-12 0±-8J,P 03 O,Ed�eL.IE 1�12 a2-01,.[F:a2-o.a1-41,_[H* 3 o az-12] [I;o-2-O& -12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.78 Vert(LL) -0.20 H-1 >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 1.00 Vert(CT) -0.37 K-N >750 180 TCDL 13.0 Rep Stress Incr YES WB 0.65 Horz(CT) 0.06 H n/a file _ BCLL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:100 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2"Except* TOP CHORD Structural wood sheathing directly applied or 2-7-9 oc purlins, A-D:2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. WEBS 2x3 SPF Nc.2*Except* WEBS 1 Row at midpt F-H,E-H F-H,E-H:2x4 SPF No.2 REACTIONS. (lb/size) H=1425/0-5-8,A=1099/0-5-8 Max Horz A=263(LC 10) Max Uplift H=-243(LC 10).A=-69(LC 10) Max Grav H=1733(LC 21),A=1151(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-2652/218,B-C=-2376/167,C-E=-1236/48,F-H=-851/306 BOT CHORD A-K=452/2483,I-K=-291/1638,H-1=-140/830 WEBS B-K=-504/167,C-K=-73/820,C-1=-815/203,E-1=-71/966,E-H=-1199/208 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat-11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Extedor(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide t.1 fly will fit between the bottom chord and any other members,with BCDL=10.Opsf. ; f \'S 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. �1 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)A except Qt=lb) H=243. r' k 39586 v V., 4 ..3TI:�� June 14,2019 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE 10II.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the EIT! fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS17TP11 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Sireel,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 b Truss 3 Type City ;Ply -PAC-3905 172nd St NE-Arlington-WA If U1351124 I25191 A27A Monopitah 5 1 1 Job Reference s_ �oplibn Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 6.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:57:23 2019 Page 1 I D:rCTmK6i uyDTtyZuzrFbe Dzl USd-D2oX7LcBC4Apj H2O1VJiidbNO45hebvrJGRhM5z7Krg 6.5-0 12,0�8 17-B-0 23-6-0 27-012 f 6-5-0 5-7-8 1 5-7-8 I 5-10.0 3-6-12 4.12 I12 G' Scale= ;49.8 4x12 = '� F i 4x4 4x6 D E�� 3x4 %G - N ro 1.5x4 B'// �4xxB = �o K J I R S H 3x4 = 3x4 = 4x4 = 4x4 = 3x5 = li 3 6 1 15 9 6 t 23-6-0 8-3-8 7-6-0 Piste 011111sais.,(7C,Y}_(A -0.Edae]r_[E2-1-_1 2,0-2-0]r_ :0-5-8 0-2-01,jH:0-1-8,0-1-81•,j1:0-2-0.0-1-12 �.0-3-0,9:L LOADING (pso SPACING- 2-0-0 r— CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.66 Vert(LL) -0.19 K-O >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.99 Vert(CT) -0.37 K-O >750 180 TCDL 13.0 Rep Stress Incr YES WB 0.66 Horz(CT) 0.05 P n/a n/a BCLL 10.0 Code IBC2015ITP12014 Matrix-MS Weight:112 lb FT=20 BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF 210OF 1.8E`Except' TOP CHORD Structural wood sheathing directly applied or 2-7-11 oc purlins, A-D:2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2`Except' WEBS 1 Row at rnidpt E-H,F-P F-H,E-H:2x4 SPF No.2 OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) A=1093/0-5-8,P=1421/0-5-8 Max Horz A=262(LC 10) Max Uplift A=-69(LC 10),P=-246(LC 10) Max Grav A=1144(LC 3),P=1731(LC 21) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-2633/215,B-C=-2357/165,C-E=-1209/46,H-L=-119/972,F-L=-119/972 BOT CHORD A-K=-449/2465,I-K=-289/1617,H-1=-136/607 WEBS B-K=-503/167,C-K=-72/826,C-1=-821/202,E-1=-74/950,E-H=-1116/197,F-P=-1732/416 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. '� GAI?(.� 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 11AS will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 2�4 8)Bearing at joint(s)P considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify >o capacity of bearing surface. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)A except Gt=lb) P=246. June 14,2019 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev.10/03/2015 BEFORE USE. : Design valid for use only with MlTekwO connectors.This design is based only upon parameters shown,and is for an individual building component,not = a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing Mire is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the r. fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTP11 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 I Job Those Type Qly Ply PAC-3905 172nd St NE-Arlington-WA U1351125 251s1 ANCommon Irz 1 Job Reference Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:57:26 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzl USd-edTgeMf3V?YOakny_dsPKGDv2HAprxwHOEfLyPz7Krd 12." 17-7-13 2334 28.0•q 31-1-0 10 8 &4 15 5-7-7 5-7-7 5 T-7 b 9 0 +2 0A- { 4x7 = 1.5x4 1I Scale=1:61.0 4.12 12 H I 1,5x4 11 4x4 3x4 E F / 1 3x4 �D \\ O l r 1.5x4 C � B \ �i N M R SL K T U J 3x4 = 4x4 = 3x4 = 3x8 = 5x6= 4x4 = 8-3-6 15.95 23-3-4 31-1-0 &3 6 7-5-15 7.5.15 T-0.12 Plate Offset�X,_Y)- t6:0 2-O,E j,-111320-1-12;0. 1,JH:0-3 0,0-1-12j�[J 0 3-0,0-3-01,jM:0=2-t),0.1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.61 Vert(LL) -0.25 J-K >368 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.78 Vert(CT) -0.34 J-K >273 180 TCDL 13,0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.03 K n/a n/a BCLL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:138 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-9 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2"Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. F-K,H-K,I-J:2x4 SPF No.2 WEBS 1 Row at midpt F-K,H-K,I-J REACTIONS. (lb/size) B=1007/0-5-8,K=2520/0-5-8,J=-415/0-5-8 Max Horz B=302(LC 10) Max Uplift B=-105(LC 10).K=-311(LC 14),J=-472(LC 21) Max Grav B=1015(LC 3),K=2734(LC 2).J=48(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-18311111.C-D=-1561163,D-F=-419/0,F-G=-184/826,G-H=-113/817 BOT CHORD B-N=-359/1704,M-N=-210/871 WEBS C-N=-486/162,D-N=-60/817,D-M=-818/194,F-M=-75/917,F-K=-1172/222,G-K=-469/170, H-K=-1245/174,H-J=-19/607 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1,33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ,� GO(, �( will fit between the bottom chord and any other members,with BCDL=10.Opsf. VA5 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 0�, f/��r 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except Qt=lb) �� B=105.K=311,J=472. .` a 39.586 June 14,2019 N WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek@ connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 121091 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 JObTruss s Type aY Ply -PAC-3905 172nd St NE-Arlington-WA U1351126 ' 25191 1A2BA Common 2 1 1 I IJoh Reference Uonal Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:57:282019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzl U Sd-a?bQ22gJ 1 do6g2xL52vtPhJ GL5p2JtUaTY8S 1 Iz7Krb 1-108 : 64.15 12.0.6 17.7.13 2,14 29.0�4 31-11-0 6 -15 5-7-7 5.7--7 ' S 7 7 I 5 9-0 �2.0.122 _ 5,.6 — 1.5x4 II Scale:3/16"=l' 4.12 'i12 H 1 5x10 { W 4x4 V G/ j 4x6 3x4 •\ ,,y��/ \\ 0=� 1.5x4 •�• �\ \\ r n B •\/,� \ d O N M x Y L K Z AA J 3x4 = 3x4 = 44 = 3x5 = 3x6 = 3x6 = 3x4 = 8-3-6 15-9-5 23-3-4 23- -4 31-1-0 8-3-6 7-5-15 7-5-15 0- -0 7-8-12 Plate Offsets(X,Y) (B:0-0-0,0-3-21,.[8 0-0 B OA 01x.[f:0-3-O,Edgej,[F:0-1-12.0-2-0],[0:0.2-5,0-2-8j,[11:0-2-12,0-1-01,[J.�0-2-12.0-1-8j,.jL:0.2.4,f0.1-8]I-[M:0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.49 Vert(LL) -0.36 J-K >257 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.92 Vert(CT) -0.50 J-K >183 180 TCDL 13.0 Rep Stress Incr YES WB 0.63 Horz(CT) -0.02 J n/a n/a BCLL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:172 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2`Except' TOP CHORD Structural wood sheathing directly applied or 3-2-11 oc purlins, E-H:2x6 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SPF No.2"Except" WEBS 1 Row at midpt F-L,W,H-K C-O,D-O,D-M,F-M:2x3 SPF No.2 OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) B=1162/0-5-8,J=54/0-5-8,P=1882/0-3-8 Max Horz B=302(LC 10) Max Uplift B=-118(LC 10),J=-18(LC 15),P=-265(LC 14) Max Grav B=1179(LC 3),J=212(LC 4),P=2025(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-2321/168,C-D=-2050/119,D-F=-935/11,F-V=-119/310,G-V=-117/517,H-W=-60/363 BOT CHORD B-0=412/2166,M-0=-261/1346,L-M=-115/550 WEBS C-0=-487/162,D-0=-63/797,D-M=-796/191,F-M=-63/953,F-L=-1208/220,H-K=-555193, G-P=-1358/219.L-T=-13811026,T-V=-138/1026,K-U=-48/653,U-W=48/653 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat,11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. ')o GAR(./. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. AS! 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. •d? 8)Bearing atjoint(s)P considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)J except Qt=lb) B=118,P=265. 39 f N A U `�\ June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP11 Ouality,Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,1_3Z 3G7 Ob I nm 3 Type Qty ply iPAC-3905 172nd St NE-Arlington-WA U1351127 1191 iA29 Monopilch 1 r1( JDb Reference tional Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:57:31 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzlUSd- aHYh4jCJYAghVfwmASalJxlrlgzWAx09WN6edz7KrY -1-i0 B 6-5-0 12-" 17-9.1 23" 1-10-8 6 5 0 5-7-8 � 5-8-10 5-8-15 n 4.12 3x4 II Scale:1/4"=1' G 4x4 3x5 !� F E O ' \ I __ 3x4 � D 1.5x4 X\ �. 1 H 4x5= 3x4 = 3x5 = 4x4 = 3x5 = 8-3-8 165.0 2340 8.34 8-1-8 Plate Offsets &Y_�- P:04-12�0-1-8],It'.0-1-4,0-2-01:-j1:0-2-0�0.1-$] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.60 Vert(LL) -0.17 K-N >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.97 Vert(CT) -0.33 K-N >837 180 BCLL 10.0 • Rep Stress Incr YES WB 0.78 Horz(CT) 0.07 H n/a n/a - BCDL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:92 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-9 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. G-H,F-H:2x4 SPF No.2 WEBS 1 Row at midpt G-H,F-H REACTIONS. (lb/size) H=1115/0-5-8,B=1269/0-5-8 Max Horz B=259(LC 10) Max Uplift H=-164(LC 14),B=-145(LC 10) Max Grav H=1382(LC 3).B=1325(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-C=-2767/255,C-D=-2499/207,D-F=-1295/83,G-H=-264/64 BOT CHORD B-K=-454/2587,I-K=-307/1761,H-1=-154/974 WEBS C-K=-482/162,D-K=-56/814,D-1=-841/196,F-1=-53/925,F-H=-1422/227 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. �rN GARC� 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. N, q 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s)except Ot=lb) ���• AS H=164,B=145. k ;9586 c`k �G1STC V SS�UI`'A1 June 14,2019 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mlf-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not • a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mire l<' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI1TPI1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job )TRYSB II 3TWO ally !Ply PAC-3905 172nd St NE-Arlington-WA (28191 IIA30 Imompkah Supported Gable 1 U1351128 1 1 J_ob Reference;options!) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:57:36 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl U Sd-LY4Rkn mLB4oznGYtZk2lkNeb2JdVDaomJo4tJgz7KrT -1-10-8 23-6-0 1-10-8 23-6-0 4.12 12 =L 1:44.5 3x4 5 i�'i I J H i i G Fi�� /D _/ C 17 e . x x r✓- 4x12 MT18HS = X W V U T S R Q P O N 4x4 23-M 23-6-0 Plate Offsets(X,Y-- L80.0-2tEtlIge]_ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d i PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.70 Vert(LL) -0.00 A n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.63 Vert(CT) 0.01 A n/r 120 MT18HS 197/144 TCLL 13.0 Rep Stress Incr YES WB 0.23 Horz(CT) 0.11 N n/a n/a BCLL 10.0 BCDL 10.0 Code IBC2015/TP12014 Matrix-S Weight:112 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-6-10 oc purlins, A-I:2x4 SPF 210OF 1.8E except end verticals. BOT CHORD 2x4 SPF No.2"Except' BOT CHORD Rigid ceiling directly applied or 2-9-0 oc bracing. B-S:2x4 SPF 2100F 1.8E WEBS 1 Row at midpt M-N WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. All bearings 23-6-0. (lb)- Max Horz B=258(LC 37) Max Uplift All uplift 100 lb or less at joint(s)N,O,P,Q.R,T,U,V,W,X except B=-2544(LC 37) Max Grav All reactions 250 lb or less at joint(s)N,R,T,U.V,W except B=2684(LC 58),0=300(LC 30),P=265(LC 21),Q=268(LC 21).X=549(LC 27) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-7908/7721,C-D=-6034/5889,D-E=-5301/5180,E-F=-4685/4576,F-G=-4007/3913, G-H=-3328/3249,H-J=-2649/2586,J-K=-1970/1922,K-L=-1290/1257,L-M=-621/601 BOT CHORD B-X=-7233/7233,W-X=-5528/5528,V-W=-4846/4846,U-V=-4288/4288,T-U=-3668/3668, R-T=-3048/3048,Q-R=-2428/2428,P-Q=-1808/1808,O-P=-1188/1188,N-0=-568/568 WEBS C-X=-377/160 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry �4 G.ARC� Gable End Details as applicable,or consult qualified building designer as per ANSI(TPI 1. WAS 9 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category It;Exp B;Partially Exp.;Ct=1.10 (l� 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. — 6)All plates are MT20 plates unless otherwise indicated. 7)All plates are 1.5x4 MT20 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing. �9536 9)Gable studs spaced at 2-0-0 oc. �A srt.Rl� 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)"This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide t'rS/0 ��, will fit between the bottom chord and any other members,with BCDL=10.Opsf. 12)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 13) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)N,0,P.Q,R.T. June 14,2019 t 't=1b B=2544. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIA7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system,Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mirek- is always required for stability and to prevent collapse with possible personal injury and properly damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N,Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss 1,—s Type ri Ply iL,--PAC•3905172ndStNE-Arlington-WA 25191 A30 MOnoplloh Supported Gable l 1 Job Reference(optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:57:36 2019 Page 2 ID:rCTmK6iuyDTtyZuzrFbeDzl USd-LY4RknmL84oznGYtZk2lkNeb2JdVBaomJo4tJgz7KrT NOTES- 14) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)B. 15)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 23-6-0 for 310.0 plf. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fatxication,storage,delivery,erOdlon and bracing of Trusses and trufa,systems,see ANSAM1 quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safofy Information available from Truss Plate Institute,218 N.Lea Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Jeb Truss russ Type CAY 'Ply ,L A.PAC-1905 172nd St NE-Arlington-WA U1351129 491 A31 !GAOLE 1 1 I Job Reference @pNonkil Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:57:37 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzl U Sd-pkegx7nzvOwgPQ747 RZ_GaBnwjuswwbvXSgQrHz7KrS -1-10-8 6-5-0 12-0-8 17-8-0_ 23-6-0 26-3-0 1-10-8 6-5-0 I 5-7-8 5-7-8 5-10-0 r 2-9-0 H T 4.12 112 6x8 le=1:48.9 I 2x4 11 G 4x4 2x4x4 i� 4x6 F 2x4 E 3x4 D 01 / �`. 1,5x4 \\ I 4x7 `\ 8x14 \\ \\\ 3x6 4x6 L K J • ' I 3x4 = 3x4 = 4x4 = 4x4 = 3x6 = &3 8 15.9.8 23.6.0 8-3-8 7-6-0 7-8-8 Plate Offsets,(X,Y)-- [8:0-0-8,0-0.0],[0:0-1-12,0-1-8J,,[E�0-3-0,EdgeJ,(G:0.3-4,0-4-0].[L0-1-8,0.1-12]I-[J;0_2-0 -1-12],.j0:0 8 4,Q2-8]I_[Q 0�3.0,0-0.8� LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.63 Vert(LL) -0.17 L-W >999 240 MT20 1971144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.94 Vert(CT) -0.33 L-W >838 180 TCDL 13.0 Rep Stress Incr YES WB 0.64 Horz(CT) 0.05 X n/a n/a BCLL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:142 lb FT=20% BCDL 10,0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2*Except' TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc purlins, A-E:2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2*Except* WEBS 1 Row at midpt F-I.G-X G-I,F-I:2x4 SPF No.2,M-N,N-O,O-P:2x8 SPF 1950F 1.7E OTHERS 2x4 SPF No.2"Except' G-T:2x6 SPF No.2 REACTIONS. (lb/size) B=1255/0-5-8,X=1340/0-3-8 Max Harz B=273(LC 10) Max Uplift B=-134(LC 10).X=-226(LC 14) Max Grav B=1278(LC 3),X=1657(LC 21) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-2622/219,C-D=-2353/171,D-F=-1224/63,I-T=-125/973,G-T=-125/973 BOT CHORD B-L=450/2451,J-L=-301/1626,I-J=-152/842 WEBS C-L=-483/161,D-L=-61/808,D-J=-804/192,F-J=-68/887,F-1=-1144/205,G-X=-1659/366 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1,33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. �[aN GARq ` 5)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs ` WA ' non-concurrent with other live loads. U liJr 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7 8)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 9)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 10) Bearing atjoint(s)X considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify 39586 capacity of bearing surface. 0 fit'/. c•`` 11 Provide mechanical connection b others of truss to bearing late capable of withstanding 100 lb uplift at'oint s except t=lb �' Gisi V, B=134,X=226. ( Y ) 9 P P 9 P 1 O P (1- ) June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss syslem.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling or individual truss web and/or chord members only.Additional temporary and permanent bracing MTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI1VPI1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 IJob Truss 1,-s Type Qty Ply IIPAC-3905172nd St NE-Arlington-WA U1351130 25191 A32 (GABLE 2 1 Job Reterenm floral) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:57:38 2019 Page 1 1 D:rCTmK6iuyDTtyZuzrFbeDzl U Sd-HxCC9Tobgh3hOaiGh84DpojzV 7 E6fLn2m6ZzOjz7KrR 1-10 6 _ 6. 0 1240 17-8-0 23.6-0 26:3.0 1.106� 6-5-0 5.7-8 5-7-8 5.10_0 2-9.0 4.12 112 3x4 11 1:48.6 2x4 11 G 2x4 II 4x4 / F 4x6 2x4 3x4 E . -jam\ c6 1.5x4 �� i / 4x7 -z� � � C �'r i 1,5x4 1. r �� I 4x7 .i,3x6 / � r B (� L K J I 3x4 = 3x4 - 4x4 = 4x4 3x6 = 8-3-6 15 9 6 23.6.0 83& 7 6-0 r 74.8 Plate Offsets(&Y)- LB1B140-8.0-0-01,jD^0-1-12r0-1-8],LEE.0-3-0,Edge].(1:0-1-12,0-2-0],110-2-0.0-1-12j,L -2-8,0.1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.51 Vert(LL) -0,17 L-W >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.94 Vert(CT) -0.33 L-W >840 180 TCDL 13,0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.06 1 n/a n/a BCLL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:131 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 3-0-1 oc purlins, A-E:2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2"Except' WEBS 1 Row at midpt G-I,F-I G-I:2x4 SPF No.2,M-N,N-O,O-P:2x8 SPF 1950F 1.7E OTHERS 2x4 SPF No.2 REACTIONS. (lb/size) 1=1349/0-5-8,B=1256/0-5-8 Max Horz B=293(LC 11) Max Uplift 1=-204(LC 14),B=-155(LC 10) Max Grav 1=1666(LC 21),B=1278(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-C=-2624/264,C-D=-23521219,D-F=-1230/115,G-1=-709/231 BOT CHORD B-L=-502/2452,J-L=-347/1623,I-J=-203/851 WEBS C-L=-491/164,D-L=-67/809,D-J=-792/195,F-J=-77/892,F-1=-1229/222 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs `j G-AIZ(�� non-concurrent with other live loads. rl 6)Gable studs spaced at 2-0-0 oc. OF A�HI,yC 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. << j 8).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 400 will fit between the bottom chord and any other members,with BCDL=10.Opsf. 9)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) F I=204,B=155. 39586 Lr SS�UN AL ENV June 14,2019 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. s Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design, Bracing indicated is to prevent buckling or individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Mel(" fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPl1 quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Trulss I fuss Type Oty Ply JA-PAC-3905 172nd St NE-Arlington-WA U1351131 25191 A33 GABLE 1 1 _Job Reference al] Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 6.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 1157:41 2019 Page i I D:rCTm KGiuyDTtyZuzrFbeDzl USd-iVtKnVgTzcRFt2QrM HewRQLUDI<FyskXVS3oe_2z7KrO 1-10-8� 6-5-0 12-" 17-" 23"6-0 27-0-12 1-10 8 BSO 5 7 8 } 5-7-8 5-10-0 3-6-12 H. 4.12 12 `:Scale=1:50.3 2x4 II G 4x4 % 2x4 II 4x6 Y 2x4 E F i 3x4 1.5x4 \� �� j 4x7 C i 8x14 \\ \�•�`� 3x6 r/ \ X am i i 4x8= Ia di / L K J t 3x4 = 3x4 = 4x4 = 4x4 = 3x6 = 8-3-8 1 15 8 8 i 23-" 838 7$0 7-8-8 Plate Offsets.(X,Yr [B:0-0.8,1)-0 0],.jD 0.1-17a0�1-81,[E 0 3 O,Ed�e]4(G^0 5 8,0-2 0,_I[V01-8 0.1-12j,.jJ 8 2 0 0-1-12],(0-00-6.410?-8],.[P O-0.B LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 I Plate Grip DOL 1.15 TC 0.55 Vert(LL) -0.17 L-W >999 240 MT20 1971144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.93 Vert(CT) -0.33 L-W >844 180 TCDL 13BCLL .0 I Rep Stress Incr YES WB 0.65 Horz(CT) 0.05 X n/a n/a BCDL 10.0 * Code IBC2015/TP12014 Matrix-MS Weight:143 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF 2100F 1.8E*Except* TOP CHORD Structural wood sheathing directly applied or 3-0-3 oc purlins, A-E:2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2*Except* WEBS 1 Row at midpt F-1,G-X G-I,F-1:2x4 SPF No.2,M-N,N-O,O-P:2x8 SPF 1950F 1.7E OTHERS 2x4 SPF No.2*Except* G-T:2x6 SPF No.2 REACTIONS. (lb/size) B=1247/0-5-8,X=1410/0-3-8 Max Horz B=280(LC 10) Max Uplift B=-129(LC 10),X=-244(LC 14) Max Grav B=1261(LC 3).X=1742(LC 21) FORCES. (Ib)-Max.Comp./Max.Ten,-All forces 250(Ib)or less except when shown. TOP CHORD B-C=-2572/203,C-D=-2304/155,D-F=-1173/47,1-T=-117/919,G-T=-117/919 BOT CHORD B-L=-443/2403,J-L=-294/1580,I-J=-144/791 WEBS C-L=-482/161,D-L=-61/808,D-J=-809/194,F-J=-701891,F-1=-1074/194,G-X=-1744/411 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs WAS non-concurrent with other live loads. 0 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 9)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 10) Bearing at joint(s)X considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify f �9586 capacity of bearing surface. O^ �/�/54 1-V. CV 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) (.S �V1 B=129,X=244. June 14,2019 a ®WARNING-Verlly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon paramelers shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing MfTek•is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI1TPl1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job TNse 1,,.ems Type Gly ply !IuA-PAC-3905172nd St NE-Arlington-WA U1351132 25191 A34 Moncpitch Supported Gable 1 1 Lb Reference(optional) Alliance Truss (CA), Abbotsford,BC-V2S 71%, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:57:43 2019 Pege,i I D:rCTmK6iuyDTtyZuzrFbeDzl U Sd-eu?5CAskV Ehz7La ETigO W rQoH808KmQowNHk3wz7KrM 23." 26-3-0 1r s 23-6-0 2-9.0 N, f 4.12 r 2 Scale=1:52,4 2x4 11 M 2x4 11 2x4 11 L —2xx4 ll_ 4x6 K 1 J AC G F ' N Dom . C'/ I 3x6 ( 5x16 = Z Y X W V U T S R Q P O 4x4 = 4x12 = 2x4 23.8.0 23.8.0 Plate Offsets(X,Yj-_(B:0 3 B,Edgej,(t:03 O,EdgaJ.[M:0-2-0,0-0-12],_(Q:0-3-8,0.2-9] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25,0 Plate Grip DOL 1.15 TC 0.70 Vert(LL) 0.01 N n/r 120 MT20 197/144 (Roof Snow=2 13 Lumber DOL 1.15 BC 0.63 Vert(CT) -0.00 M-N n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.17 Horz(CT) 0.11 O n/a n/a BCLL 10.0 Code IBC2015FrPI2014 Matrix-S Weight:132 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-6-9 oc purlins, A-I:2x4 SPF 210OF 1.8E except end verticals. BOT CHORD 2x4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 2-9-0 oc bracing. B-U:2x4 SPF 2100F 1.8E WEBS 1 Row at midpt M-0 WEBS 2x4 SPF No.2*Except* AA-AB,Q-AB:2x8 SPF 1950F 1.7E OTHERS 2x4 SPF No.2 WEDGE Left:2x4 SP No.3 REACTIONS. All bearings 23-6-0. (Ib)- Max Horz B=281(LC 10) Max Uplift All uplift 100 Ib or less at joint(s)Q,S.T,V,W,X,Y,Z except 0=-172(LC 40),B=-2535(LC 37),P=-181(LC 20) Max Grav All reactions 250 lb or less atjoint(s)P,S,T,V,W,X,Y,R except 0=695(LC 21),B=2683(LC 58),Q=268(LC 30),Z=549(LC 29) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-7934/7727,C-D=-6060/5895,D-E=-5327/5186,E-F=-4711/4582,F-G=-4032/3919, G-H=-3357/3259,H-J=-2657/2575,J-K=-1982/1912,K-L=-1312/1223,L-M=-665/613, M-0=-683/274 BOT CHORD B-Z=-7231/7232,Y-Z=-5527/5527,X-Y=-4845/4845,W-X=-4287/4287,V-W=-3667/3667, T-V=-3047/3047,S-T=-2427/2427,R-S=-1807/1807,Q-R=-1427/1427,P-Q=-1187/1186, O-P=-567/567 WEBS C-Z=-377/160 ti GAR NOTES- ��� C 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; OC �'r\S//7� MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 ^ n 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1, 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 9.586 r 5)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs rj� non-concurrent with other live loads. 6)All plates are 1.5x4 MT20 unless otherwise indicated. SS/U!�I�L1:,� 7)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 2-0-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. June 14,2019 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek@ connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling or individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 qualify Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 j :Job Truss I russ Type oty 'Ply JA-PAC3905 172nd St NE-Arknglon-WA U1351132 I25191 IA34 Monopltch Supported Gable 1 1 _ Job Reference(aptwnal) _ Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:57:44 2019 Page 2 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-64ZTPWtMFXpgkV9Q1 PBd33zy1YMN3Dgx8l OIbNz7KrL NOTES- 10)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 11)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)Q,S.T,V,W,X.Y,Z except Qt=lb)0=172,B=2535, P=181. 13)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 23-6-0 for 310.0 plf. f a WARNING-Verify design parameters and READ NOTES ON THIS AND 114CLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mi lT ei\is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPH Qualify Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,21B N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 I 'Job Truss 1._3 Type My 172nd St NE-Arlington-WA U1351133 125191 IA35 Monopitch 6 1 I (Job Reference(optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:57:45 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl U Sd-a H7rdst_OrxhMfkcb7isbG W43xeZoVz4N hmr7pz7KrK 6.6 0 23-6.0 26.0 a 6v5 0 5-7-8 5-74 6-10-0 2-9-0 4.12 i12 2x4 II P--`'Scale:1/4"=1' 4x4 � � 4x6 O F G i 3x4 E 17 � f i N 1.5x4 \� / JJ 4x4 = D,�" g - /jam''- f19 3. M L K Q R C 5x7 = J 3x4 = 3x5 = 44 = 3x6 = 8-3-8 { 15-9-8 23-6-0 i 8-3-0 7-6-0 7-8-8 _Ptataoftg18kXt`q-_[Ata2-4,a1-8j..Ic0,-2-1: 1-14�r_[E:o-11za1-8j_{FaBArE Ir_{G.0.1-120.1-121,[H:0.2-0.0-0-aj..{K:0-1-12;0-1-8J_ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.88 Vert(LL) -0.20 J-K >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.88 Vert(CT) -0.31 J-K >886 180 BCLL 10.0 • Rep Stress Incr YES WB 0.87 Horz(CT) 0.07 J n/a n/a - BCOL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:108 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-8-3 oc purlins, F-l:2x6 SPF No.2 except end verticals,and 2-0-0 oc purlins(10-0-0 max.):B-C,A-B. BOT CHORD 2x4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. C-L:2x4 SPF 210OF 1.8E WEBS 1 Row at midpt H-J,G-J WEBS 2x3 SPF No.2*Except* H-J,G-J:2x4 SPF No.2,C-N:2x6 SPF No.2 REACTIONS. (lb/size) J=1341/0-5-8,C=1098/0-5-8 Max Horz C=222(LC 10) Max Uplift J=-223(LC 10),C=-74(LC 10) Max Grav J=1642(LC 29).C=1313(LC 29) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-C=-3240/218,B-D=-3202/211.D-E=-2878/163,E-G=-1542161,H-J=-526/243 BOT CHORD C-M=-436/3015,K-M=-291/2094,J-K=-147/1057 WEBS D-M=-580/160,E-M=-57/831,E-K=-1094/192,G-K=-65/1130,G-J=-1531/216 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;CaL 11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. v)�`1 GARC% 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. WAS 1 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 0 will fit between the bottom chord and any other members,with BCDL=10.Opsf. �� C� 8)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)C except Qt=lb) Zo' J=223. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Y �s�F C SS/()�ALIa� June 14,2019 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mir-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors-This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate[his design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and properly damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 quality Criteria,DSB•89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institule,218 N.Lee Street,Suite 312,Alexandria,VA 22314, Bradford,ON,L3Z 3G7 !.fob Truss rruss Type City Ply •IUA-PAC•3905 172nd St NE-Arlington-WA U1351134 125191 IA35A Mon 5 1 Job Reference(a?t'ronal) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:57:46 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-2ThDgCucn93Y_pJo9gD58U2FvL_fXy5EcLVPgFz7KrJ 6-5-0 12-0_-8 17-8-0 23-6-0 26-3-0 6-" 5.7-8 I 5.7-8 5.10-0 2-" 1� 4.12 12 6x8 ,R—/ J Scale:•/4"=l' H 4x4 /-- 4x6 Q � I I i F G I 3x4 N N 1.5xx4 4x4 B 3x5 o - 4x8 = o M L K S T J C 5x7 3x4 = 3x5 = 4x4 = 4x5 = B-3-8 15-9-8 23-6-0 Plate Offsets(X,Y}- (A:0.2-0,0-1$j,,[C:0-2-12,0-1-14]rLE:0-1-12,f1-1.8]�[F:0 3-0 Edge],[G;O-i_72 Q-i-��LF1;0-3 4�0-4-U],[J:0 2 0 0-1_72],[K:0-1-12�0_1$J,j0 0-2$ 1-12, LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.87 Vert(LL) -0.17 J-K >999 240 MT20 197/144 (Roof Snow=25,0) Lumber DOL 1.15 BC 0.83 Vert(CT) -0.29 C-M >953 180 TCDL 13.0 Rep Stress Incr YES WB 0.88 Horz(CT) 0.06 P n/a n/a BCLL 10.0 BCOf. 10.0 Code IBC2015/TP12014 I Matrix-MS Weight:120 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2`Except" TOP CHORD Structural wood sheathing directly applied or 2-8-8 oc purlins, F-I:2x6 SPF No.2 except end verticals,and 2-0-0 oc purlins(10-0-0 max.):B-C,A-B. BOT CHORD 2x4 SPF No.2"Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. C-L:2x4 SPF 2100F 1.8E WEBS 1 Row at midpt G-J,H-P WEBS 2x3 SPF No.2'Except* H-J,G-J:2x4 SPF No.2,C-N:2x6 SPF No.2 OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) C=1098/0-5-8,P=1332/0-3-8 Max Horz C=221(LC 10) Max Uplift C=-74(LC 10).P=-226(LC 10) Max Grav C=1313(LC 29),P=1633(LC 29) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-3240/218,B-D=-3202/211,D-E=-2879/164,E-G=-1538/62,J-O=-124/1205, H-O=-124/1205 BOT CHORD C-M=-436/3015,K-M=-292/2095,J-K=-145/1052 WEBS D-M=-578/160,E-M=-55/838,E-K=-1103/193,G-K=-70/1115,G-J=-1460/204, H-P=-1636/367 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 1� GAf�C 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs \VASE/��• !� non-concurrent with other live loads. C3 _ 5)Provide adequate drainage to prevent water ponding, 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=IO.Opsf. 8)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9)Bearing atjoint(s)P considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify i $8b - - capacity of bearing surface. j9 N,/ ,t/C39 6 10) Provide ONAAI, e mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)C except Qt=lb) l;S P N \ 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. S � June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanenl bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI1TPI1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 .IQh (fU85 Truss Type Qty Ply IDN-PAC-3905 172nd St NE-Arlington-WA !25191 A36 !GABLE 1 1 U1351135 II I I Wtb Referents 0 tion.9 Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:57:49 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-T2MMTExU44R7rG1 Ngynol6ggOZ4?kKsglJk3Gaz7KrG 23-" 2350 2-1t1 1 4.12 12 2x4 0 Scale=1:50.9 AG�� 2x4 I I N j 2x4 II 2x4 II M I ' 4x6 L i �- J K �- H'i� • AB 8x12 = I D " B d A 1c? C AA Z Y X W V U T S R Q P 5x7 = 5x6 II 6x8 = 4x4 = 23-" 23-6-0 Plate Offsets(X.Y)- [At0-2-4.0.1$ B:0-7-8 a3.4].JJW-M,Edge],[Z 04-0,Edge]. LOADING (psf) 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.60 Vert(LL) 0,01 O n/r 120 MT20 197/144 TCDL 13.0 Lumber DOL 1.15 BC 0.53 Vert(CT) -0.02 N-O n/r 120 BCLL 10.0 Rep Stress Incr YES I WB 0.75 Horz(CT) -0.08 P n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-S Weight:132 lb FT=20 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-10-5 oc purlins, C-J:2x4 SPF 210OF 1.8E,A-B:2x4 SPF No.2 except end verticals,and 2-0-0 oc purlins(5-11-13 max.):B-C,A-B. BOT CHORD 2x4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 3-3-5 oc bracing. C-U:2x4 SPF 210OF 1.8E WEBS 1 Row at midpt N-P WEBS 2x6 SPF No.2*Except* N-P:2x4 SPF No.2,B-Z:2x4 SPF 2100F 1.8E OTHERS 2x4 SPF No.2 REACTIONS. All bearings 23-6-0. (Ib)- Max Horz C=243(LC 38) Max Uplift All uplift 100 Ib or less atjoint(s)R,S.T.V,W.X,Y except P=-163(LC 40),C=-995(LC 47).Q=-182(LC 20),Z=-2519(LC 38),AA=-3521(LC 37) Max Grav All reactions 250 lb or less at joint(s)Q,R except P=679(LC 20), C=1111(LC 42),S=285(LC 70),T=264(LC 70),V=270(LC 70),W=268(LC 70), X=269(LC 70),Y=267(LC 70),Z=2539(LC 57).AA=3674(LC 58) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-C=-3022/2892,B-D=-6791/6614,D-E=-6010/5853,E-F=-5392/5248,F-G=-4714/4585, G-H=-4034/3921,H-1=-3360/3261,I-K=-2659/2576,K-L=-1984/1915,L-M=-1314/1225, M-N=-649/613,N-P=-668/274,A-B=-969/971 BOT CHORD C-AA=-2697/2560,Z-AA=-1 74911707,Y-Z=-5529/5529,X-Y=-4909/4909,W-X=-4289/4289, V-W=-3669/3669,T-V=-3049/3049,S-T=-2429/2429,R-S=-1809/1809,Q-R=-118911189, P-Q=-569/569 WEBS B-AA=-3606/3535,B-Z=-5199/5247 NOTES- ��v GAR(y 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4,2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; ?A. MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for O� members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry h 7 Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs 395x6 �� non-concurrent with other live loads. PL . k�C1S`i'1:��� J4 6)Provide adequate drainage to prevent water ponding. 7)All plates are 1.5x4 MT20 unless otherwise indicated. S/0 ALA 8)Gable requires continuous bottom chord bearing. 9)Gable studs spaced at 2-0-0 oc. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS/1TPI1 quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N Lee street,Suite 312,Alexandria,VA 22314- Bra Industrial Road Bradford,ON,L3Z 3G7 �.Iob Truss �TnfSSTypB Qly, ipty IDA-PAC3905 172nd St NE-Arlington-WA U1351135 :25191 A36 GABLE 1 1 Job Reference a tional) Alhance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:57:49 2019 Page 2 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-T2MMTExU44R7rG1 Ngynol6ggOZ4?kKsglJk3Gaz7KrG NOTES- 11)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10,Opsf. 12)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 13) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s)R,S,T.V,W.X.Y except(jt=lb)P=163,C=995,Q=182 ,Z=2519,AA=3521. 14)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 23-6-0 for 310.0 plf. 15)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. ��=� i Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �L! a truss system_Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall a♦fps building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1"A I(: I? : fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 ) ') JOb Truss r..s Type Qty iPly L -PAC-3905 172nd St NE-Arlington-WA i U1351136 25191 i61 Monopitch Supported Gable 1 1 1 Reference(optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 8 May 22 2019 Wek Industries,Inc. Tue Jun 11 13:58:06 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-TJunl28941aiNurfK1 aoyith7PrgD8fACSLSN5z7Kr? -1-10-8 23-6-0 28-3-0 1-10-8 23-6-0 4-9-0 --N ir3scate :54.4 2x4 2x4 5x6 2x4 11 M j L K '48 H % / T 0 0 G 6 6 4.12 12 E/i 3x4 % D �✓" � 8x12 MT18HS O 3x4 Y X W V U T S R O P O 44 23-&0 28.1.8 ` 23-6-0 4-7-8 Plate Offsets{x Y}- tB:O 25. [6:1-2-5,04-&LS 0-0-1,0-0 01.[K 0.3.0.0,2-12j1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.1 13. 5 TC 0.79 Vert(LL) -0.02 B-Y >999 240 MT20 197/144 (Roof Snow=2 Lumber DOL 1.15 BC 0.68 Vert(CT) -0.04 B-Y >999 180 MT18HS 197/144 TCDL 13.0 Rep Stress Incr NO WB 0.20 Horz(CT) -0.13 N n/a n/a BCLL 10.0 BCOL 10.0 Code IBC2015FTPI2014 Matrix-S Weight:144 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2'Except" TOP CHORD Structural wood sheathing directly applied or 2-7-2 oc purlins, B-K:2x4 SPF 210OF 1.8E,K-N:2x6 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2"Except' BOT CHORD Rigid ceiling directly applied or 2-9-0 oc bracing. B-T:2x4 SPF 210OF 1,8E WEBS 1 Row at midpt M-O WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 WEDGE Left:2x4 SP No.3 REACTIONS. All bearings 23-6-0 except Qt=length)N=Mechanical. (Ib)- Max Horz B=304(LC 38) Max Uplift All uplift 100 lb or less at joint(s)O,P,Q,S.U,V,W.X,N except B=-2077(LC 37),R=-116(LC 45),Y=-262(LC 45) Max Grav All reactions 250 lb or less at joint(s)P,X except 0=724(LC 21),0=536(LC 1),B=2339(LC 58),Q=320(LC 29),R=353(LC 28),S=266(LC 28),U=270(LC 21). V=255(LC 1),W=317(LC 21),Y=887(LC 28).N=312(LC 21) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-7851/7603,C-D=-6121/5911,D-E=-5382/5210,E-G=-4768/4605,G-H=-4091/3944, H-1=-3411/3281,I-J=-2691/2622,J-K=-2099/1997,K-L=-1347/1228,L-M=-682/572, M-0=-711/79 BOT CHORD B-Y=-7244/7245,X-Y=-5529/5534,W-X=-4847/4851,V-W=-4289/4291,U-V=-3668/3670, S-U=-3048/3049,R-S=-2428/2428,Q-R=-1807/1806,P-Q=-1187/1186,O-P=-567/566 WEBS K-Q=-267/71,J-R=-282/140,E-W=-263/35,C-Y=-678/329 NOTES- Wind ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; ��N.,A Uf12CJ9 MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for 0 SAS/ members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry .6 y Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. — 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs / :9106 non-concurrent with other live loads. �� r/ 6)All plates are MT20 plates unless otherwise indicated. �j. (xfSTL: 7)All plates are 1.5x4 MT20 unless otherwise indicated. ��'.1L� 8)Gable studs spaced at 2-0-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)*This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide June 14,2019 ConMM he bottom chord and anv other members with BCDL=110.01DO. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling or individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M iTe'c fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI TPlf quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 IJob Tf— truss Type cny ,ply �A-PAC-3905 172nd St NE-Arlington-WA U1351136 25191 jBt Monopitch Supported Gable 1 1 Job Reference OQ# l Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc, Tue Jun 11 13:58:06 2019 Page 2 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-TJun128941aiNurfK1 aoyith7PrgD8fACSLSN5z7Kr? NOTES- 11)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 12) Refer to girder(s)for truss to truss connections. 13) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)O,P,Q.S.U,V,W,X,N except Qt=lb)B=2077,R=116, Y=262. 14)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 23-6-0 for 310.0 plf. 15) No notches allowed in overhang and 11008 from left end and 40900 from right end or 12"along rake from scarf,whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c.maximum between the stacking chords. For edge-wise notching,provide at least one tie plate between each notch. LOAD CASE(S) Standard 1)Deady+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Veil,A-M--114,M-N=-114,D-0=-20 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE S Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability or design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the IY/I i fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI1TPl1 quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N-Lee Street,Suite 312,Alexandra,VA 22314, Bradford,ON,L3Z 3G7 rJOb Truss Truss Type Oly Ply IDA PAC-3905 172nd St NE-Arlington-WA 'I,25191 I82 Monoplich a 1 U1351137 Job Reference lionel Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MITek Industries,Inc. Tue Jun 11 13:58:28 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl U Sd-gYD6eZPyu3M bOG W tce_yrLoW cH IZN?KPG thd6pz7Kgf 1-10 8 &5 0 12-0-8 17-8-0 23-" 29-M 1-10-8 6-5-0 5-7-8 5-7-8 l 5-10-0 4-9-0 JL 4.12 112 H_ e=1:5 A 2x4 G .r- 4x4 4x6 Q 3x4 o 0 i \ \ a �- L K J R S I� 3x6 3x4 = 3x5 = 4x4 = 3x6 = 8-3-8 15-9-8 23$0 29-1.8 $,a ?." 1 7-" I 478 Plate_Offsets(X,Y1-[B;O+EI 8,0 0-0),tE 0.3-0,Edge F:01=12._2-0j Jt 0-2-Oki-12) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20) Plate Grip DOL 1.15 TC 0.53 Vert(LL) -0.20 I-J >999 240 MT20 197/144 (Roof Snow=2 13. Lumber DOL 1.15 BC 0.95 Vert(CT) -0.34 L-O >817 180 TCLL 13.0 Rep Stress Incr YES WB 0.63 Horz(CT) -0.07 H n/a n/a _ BCDL 10.0 BCDL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:105 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2"Except` TOP CHORD Structural wood sheathing directly applied or 2-11-8 oc purlins, A-E:2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing, WEBS 2x3 SPF No.2"Except' WEBS 1 Row at midpt G-1,F-I G-I,F-1:2x4 SPF No.2 REACTIONS. (lb/size) H=124/Mechanical,1=1371/0-5-8,B=1257/0-5-8 Max Horz B=305(LC 10) Max Uplift H=REL,1=-292(LC 14),B=-117(LC 10) Max Grav H=198(LC 21),1=1644(LC 21).B=1285(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-2641/163,C-D=-2370/115,D-F=-1262/5,G-1=-725/256 BOT CHORD B-L=-417/2469,J-L=-268/1652,I-J=-114/860 WEBS C-L=-487/160,D-L=-61/792,D-J=-795/199,F-J=-69/955,F-1=-1237/174 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �ti G/,12���, will fit between the bottom chord and any other members,with BCDL=10.Opsf. AS 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s)except Qt=lb) ` Up 1=292,B=117. 10)"A"indicates Released bearing:allow for upward movement at joint(s)H. f - C k<':/STt:K�� r 1"I"ONAL�„� June 14,2019 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1.7473 rev.1010312015 BEFORE USE. D[Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system,Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the labrlcation,storage,delivery,election and bracing of trusses and truss systems,see ANS11TPl1 quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N_Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss Truss Type City Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351135 25191 B2A �Monopitch 5 1 �JOb Reterence_(opt�_ Alliance Truss (CA), Abbotsford,BC-V2S 7136, &310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:58:42 2019 Page 1 I D:rCTm K6iuyDTtyZuzrFbeDzl U Sd-PF3OaLakbM7ciQbZRbEEPI NvHw4GfKITU34Md?z7KgR -1-10-8 6-5-0 12-0-8 17-8-0 23-6-0 28-3-0 1-10-8 6-5-0 5-7-8 5-7-8 5-10-0 4-9-0 4.12 1 H2 e 1:58.4 7x8 G 4x4 4x6 % R E F 'n 3x4 0 ^ D '�/' \� I�I� 4x6 1.5xx4 ' III B \, ��� 4x8 = l d M _ - L K J S T t 3x4 = 3x4 = 4x4 = 3x6 = 4x5 = _ 8-" 16.94 23•0-0 28-1-9 8-3-8 7-6-0 7-8-8 4-7.9 Plate Offsets_(1,Y)- [B:0.0.8,0.0-01,[D:l) -�z.o 1 aL P(31-2 a.Edge1.jF:a1-12A•2-uL 3: 3-72r0�4-�),.(I:Ed it ( 2.01,1 ,-2-O,a1-121_[M:0-3.0,a9 2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 20) Plate Grip DOL 1.15 TC 0.52 Vert(LL) -0.17 L-P >999 240 MT20 197/144 (Roof Snow=2 13. Lumber DOL 1.15 BC 0.92 Vert(CT) -0.33 L-P >829 180 BCLL 10.0 TCLL 13.0 Rep Stress Incr YES WB 0.64 Horz(CT) -0.07 H n/a n/a BCDL 10.0 Code IBC2015/TPI2014 I Matdx-MS Weight:117 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2"Except" TOP CHORD Structural wood sheathing directly applied or 3-0-7 oc purlins, A-E:2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2`Except" WEBS 1 Row at midpt F-I G-I,F-I:2x4 SPF No.2 OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) H=134/Mechanical,B=1232/0-5-8,M=1377/0-3-8 Max Horz B=305(LC 10) Max Uplift H=REL,B=-111(LC 10),M=-303(LC 14) Max Grav H=214(LC 21),B=1255(LC 3),M=1648(LC 21) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-C=-2552/141,C-D=-2282/93,D-F=-1163/0,I-M=-11011024,G-M=-733/253 BOT CHORD B-L=-396/2385,J-L=-248/1563,I-J=-95/771 WEBS C-L=486/161,D-L=-61/801,D-J=-799/196,F-J=-72/935,F-1=-1181/187 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4,2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof Iliad of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �NOA C'A�{(�` 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide \'AS/ � will fit between the bottom chord and any other members,with BCDL=10.0psf. Cl� �1• 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8)Refer to girder(s)for truss to truss connections. ` �' y 9) Bearing at joint(s)M considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Ot=lb) B=111,M=303. 11)"A"indicates Released bearing:allow for upward movement at joint(s)H. $'pl:�Z��, June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mli-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing to' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the Fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI1TPl1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N,Lee Street,Suile 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 iJob Truss 1Iu.s Type Ply 11I. -PAC-3905 172nd St NE-Arlington-WA U4351139 25191 B3 GABLE 1- L1 Reference optional) Alliance Truss (CA), Abbotsford,BC-V2S 706. 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:58:45 2019 Page 1 I D:rCTm K6iuyDTtyZuzrFbeDzl U Sd-q plXD NcduH VAZtJ86jnxl w?KG774sl EwA1 I DEKz7KgO 1-10-8 27-6-0 28-3-0 1-10-8 27-6-0 0'-9-0 48 Scale=1:62.0 4.12 112 C N f' L ' z7 s 4x10 MT18HS H i + G /y E F/�-/ D/ ��+ �/ 7 I ' Y 3x4 � C i 7 B - d� � 7x16 AE AD AC AB AA Z Y X W V U T S R 3x4 = 3x4 =47 3x4 = 27.6.0 27.6.0 Plate Offsets(X,Y [61-4-3,0-1-81 B[ .0 0 S,Ed9ej_18:0 315 Edge],jJb-2-0.-121�IK_0 2-0,00-5],[P 0-2.0,0-1-31, P(_:1.3 0,0.2,01 LOADING (psf) I- SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.92 Vert(LL) 0.00 Q n/r 120 MT20 197/144 (Roof Snow=25.0) I Lumber DOL 1.15 BC 0.79 Vert(CT) 0.00 Q n/r 120 MT18HS 197/144 TCDL 13.0 Rep Stress Incr NO WB 0.33 Horz(CT) 0.15 R n/a n/a BCLL 10.0 * I Code IBC2015(TP12014 Matrix-S Weight:226 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-3-3 oc purlins, F-P,B-F:2x4 SPF 2100F 1.8E except end verticals. BOT CHORD 2x4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 2-5-7 oc bracing. B-V:2x4 SPF 2100F 1.8E WEBS 1 Row at midpt P-R,O-S WEBS 2x8 SPF 1950F 1.7E*Except* P-R:2x4 SPF No.2,AE-AQ:2x6 SPF No.2 OTHERS 2x4 SPF No.2 WEDGE Left:2x4 SP No.3 REACTIONS. All bearings 27-6-0. (lb)- Max Horz B=306(LC 10) Max Uplift All uplift 100 Ib or less at joint(s)R,T,U.W,X,Y,Z,AA,AB except B=-2445(LC 37),S=-131(LC 37),AD=-382(LC 45) Max Grav All reactions 250 lb or less at joint(s)AC,AE except R=308(LC 21), B=2694(LC 58),S=411(LC 30),T=351(LC 21),U=353(LC 21),W=309(LC 21), X=267(LC 1),Y=268(LC 21),Z=269(LC 1),AA=260(LC 21),AB=300(LC 1), AD=673(LC 30) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-C=-9148/8895,C-D=-7435/7221,D-E=-6696/6519,E-G=-6083/5915,G-H=-5405/5254, H-J=-4726/4591,J-K=-4047/3928,K-L=-3369/3266,L-M=-2690/2603,M-N=-2011/1939, N-O=-1323/1278,O-P=-696/652,P-R=-294/58 BOT CHORD B-AE=-8488/6485,AD-AE=-7099/7112,AC-AD=-6710/6716,AB-AC=-6151/6158, AA-AB=-5531/5536,Z-AA=-4911/4915,Y-Z=-4290/4293,X-Y=-3670/3672,W-X=-3050/3052, 89/ WEBS O-S=316/134,N-T=312/349M-U=313/32,1L-W 1 0269 29,E-AB/5263/35,C-AD=-717/392 �� GAR�.��' ��\. \VAS NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI(TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 39.556�� ��Ci/S'I'k.�\��, 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs SS �r^ non-concurrent with other live loads. 6)All plates are MT20 plates unless otherwise indicated. 7)All plates are 1.5x4 MT20 unless otherwise indicated. June 14,2019 ntinuous bottom chord boarrina. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114II-7473 rev.10/03/2015 BEFORE USE. Design valid For use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Is' building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the FA iTek fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPl1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss I cuss Type Qly Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351139 25191 B3 GABLE 1 1 _ __ JoD Reference(optional Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:58:46 2019 Page 2 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-IOJvQjdFfbdl Al uLgQIAZ8XVOXTJbCT3Ph2amnz7KgN NOTES- 9)Gable studs spaced at 2-0-0 oc. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)'This truss has been designed for a live load of 20,0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 12)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 13) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)R,T,U.W,X,Y.Z,AA,AB except Qt=lb)B=2445, S=131,AD=382. 14)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 27-6-0 for 310.0 plf. 15) No notches allowed in overhang and 11008 from left end and 900 from right end or 12"along rake from scarf,whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 D.C.maximum between the stacking chords. For edge-wise notching,provide at least one tie plate between each notch. LOAD CASE(S) Slandald 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-P=-114,P-Q=-114,B-R=-20 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MiTek®conneclors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi lT ek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 1 -- jjOb 1,...s Type City Ply i i -PAC-3905 172nd St NE-AAington-WA U1351140 25191 �russ m Common 1 1 _ Job Reference(optional Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MITek Industries,Inc. Tue Jun 11 13:58:53 2019 Page 1 I D:rCTmK6i uyDTtyZuzrFbeDzl USd-bM EYu6ie?kV2W 6xha PwpLcKoj M-tkM S50GER W tz7KgG 1-10-8 5-2-8 10-5-0 _ 4 0.8 S•2$ l 5-2-8 4.12 !12 4x4 = Scale=1:56.6 C H 4x4 4x4 a ``` D y` V. I 1\ 1P G J F K 3x4 3x8 = 3x4 II 542$ 10 5 0 ` 5-2-8 5-2-8 Plate Offsets(X,Y [s:a1-o,0-2-oy_1e:a2 o 4?A,1Q-.EAge,a2.O LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.50 Vert(LL) -0.04 E-F >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.28 Vert(CT) -0.05 F-G >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.45 BCDL 10.0 HOfz(CT) -0.00 E n/a n/a BCDL 10.0 Code IBC2015ITP12014 Matrix-MS Weight:70 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing- B-F,D-F:2x3 SPF No.2 WEBS 1 Row at midpt C-F,B-G,D-E REACTIONS. (lb/size) G=655/0-5-8,E=471/0-5-8 Max Horz G=213(LC 11) Max Uplift G=-162(LC 10).E=-122(LC 11) Max Grav G=719(LC 2),E=565(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-G=-612/318,D-E=-439/260 BOT CHORD F-G=-281/264 WEBS C-F=-291/86,B-F=-152/324,D-F=-204/313 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8 Provide mechanical connection b others of truss to bearing late capable of withstanding 100 lb uplift at'oint s except t-Ib pl ` AS// G=162,E=122. ( Y ) g P P 9 P J ( ) P (1- ) 31)586 /0.\''ALI��, June 14,2019 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 01-7473 rev.1010312,015 BEFORE USE. Design valid for use only with MiTek®conneclom.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?PIf Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss nuss Type pty Ply .�.b JA-PAC-3905 172nd St NE-Arlington-WA U1351141 25191 E A Common 3 1 i Reference(optional Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc.TUB Jun 11 13:58:54 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-3Yox6SjGm2dv8GVt76R2ugtzSm KOTrV EFw_?2Jz7 KqF -1-10 6 5 a 8 10-5-0 110-8 5-2-8 5-2-8 4.12 12 4x4 = Scale=1:56.6 J C '' ���� K 5x10 4x4 D B A' i 7 H, 1 axetk = G L F M E 3x4 114 3x8 = 1.5x4 II l 5-2-8 10v-0 5-2-8 5-2-8 Plate Offsets(X,YJ-- LOADING DING (psf) LOA 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL Plate Grip DOL 1.15 TC 0.50 Vert(LL) -0.04 F-G >999 240 MT20 197/144 (Roof Snow=2 25.0) Lumber DOL 1.15 BC 0.26 Vert(CT) -0.06 F-G >999 180 TCDL 1 TCLL 13.0 I Rep Stress Incr YES WB 0.27 Horz(CT) -0.00 I n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:83 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2"Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. B-F,D-F:2x3 SPF No.2 WEBS 1 Row at midpt C-F.B-G,D-1 OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) G=654/0-5-8,I=428/0-3-8 Max Horz G=-130(LC 12) Max Uplift G=-111(LC 10),1=-83(LC 11) Max Grav G=720(LC 2),1=513(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-G=-610/223 WEBS C-F=-265/120,B-F=-61/278,D-1=-514/192 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25,0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. ,��~ G+1 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. ,IAS 8)Bearing atjoint(s)I considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. i• 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)I except Qt=lb) �^` •�7 G=111. 39596 1 l June 14,2019 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTek@ connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design- Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON.L3Z 3G7 I Truss Tit s Type ty iMy IL,�-3905 172nd St NE-Arlington-WA U1351142 '25191 B5 'Common Job Reference o tional Alliance Truss (CA), Abbotsford,BC-V28 7P6. 8,310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:58:55 2019 Page 1 I D:rCTmK6i uyDTtyZuzrFbeDzl USd-XIMJJokuXM ImmP43hpzH R 1 P6F9gxCEOOTajYblz7Kq E 3-7-0 8-9-8 3-7-0 5-2-8 4,12 112 4x4 = Scale=1:5B.6 G B H 3x4 3x4 o m : p ,` /:! // Ex 1 X2 F E I D 1,5x4 11 1.5x4 3x8 = I 3,7.0 89 8 3 7,0 5 2•B LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.63 Vert(LL) -0.05 D-E >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.31 Vert(CT) -0.08 D-E >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.52 Horz(CT) 0.00 D n/a n/a BCLL 10.0 Code IBC2015/TPI2014 Matrix-MP Weight:65 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2`Except" BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. A-E,C-E:2x3 SPF No.2 WEBS 1 Row at midpt B-E,A-F,C-D REACTIONS. (lb/size) F=408/Mechanical,D=408/0-5-8 Max Horz F=-225(LC 10) Max Uplift F=-140(LC 10),D=-123(LC 11) Max Grav F=446(LC 24),D=525(LC 23) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-F=-423/299,C-D=-3991273 BOT CHORD E-F=-299/321 WEBS B-E=-261/105,A-E=-250/360,C-E=-202/304 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) GAR(, F=140,D=123. S 1 '19586 ((( - June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE, I ! Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mire lc. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,Road 3G7 Job I fU8S i russ Type cxy IPly 10A-PAC-3905 172nd St NE-Arlington-WA U1351143 191 BSA Common 2 1 _ 1 I Job Referill o lioflaU _ Alliance Truss (CA). Ahbotsford.BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:58:55 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-XIMJJokuXMlmmP43hpzHR1 P609hmCICOTajYblz7KgE 3-7-0 8-9-8 3-7-0 5-2-8 4.12 12 4x4 = Scale=1:58.6 1' B J 3x4 / -� A ` SC � C Ce f 4 = l �r Ce 7�ri 4x8 = H Io F E K D 1.5x4 II 3xB = 1.5x4 II I 33 7-0 8-9-6 Piale Offsets(X,Y}:0-2-0,0-2-12),[G:fr2-12,0 2-0] LOADING (psf) SPACING- 2-0-0 I CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TIC 0,62 Vert(LL) -0.04 D-E >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.26 Vert(CT) -0.06 D-E >999 180 BCDL 13.0 Rep Stress Incr YES WB 0.30 Horz(CT) 0.01 H n/a n/a BCDL 10.0 *BCDL 10.0 Code IBC2015ITP12014 Matrix-MP I Weight:78 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. A-E,C-E:2x3 SPF No.2 WEBS 1 Row at midpt B-E,A-F,C-H OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) F=407/Mechanical,H=365/0-3-8 Max Horz F=-171(LC 12) Max Uplift F=-80(LC 10),H=-78(LC 11) Max Grav F=432(LC 2),H=456(LC 24) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-F=-398/189 WEBS A-E=-145/274,C-H=-457/185 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7)Refer to girder(s)for truss to truss connections. j� GAR(, 8)Bearing atjoint(s)H considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify AS capacity , capacity of bearing surface. O ry 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)F,H. r ire.39586 SS�0NAI- June 14,2019 Q WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek@ connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M!Tek* fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 1Job nlss l,ws Type Qty 'Ply Imo.rPAC-3905172nd St NE-Arlington-WA 25191 e8 Mwv"cfi 11 1 U 1351144 Job Reference optfonall, Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:58:56 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-?xvh W 8kW IftcNZfGFXU WzFyHaZtgxf6Xi ET67Cz7KgD 6 5 0 12 0 8 17-8-0 23-6-0 28-3-0 6-5-0 5 7-B 5-7-9 5_Q0 4-g0 1�r tee ' 4.12 112 �"Ne :51.9 � d 2x4 i I r 4x4 4xfi P D E it 3x4 d i f o 0 1.5B4 d K J 1 Q R FI. 3x6 = 3x4 = 3x5 = 4x4 = 3x5 = 8 3$ 15-9-8 } 23-6-0 ; 28 3A 8-3-8 7-" 7-8-8 4-9-0 Plat 0 f"tS(V)- [C:0-1-12,0-lA,.ID:o-3,0,ftol,.PE.o 1-!2,0-2-01L[I:0-2-0,a1121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.59 Vert(ILL) -0.20 H-I >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.33 K-N >848 180 BCLL 10.0 TCDL 13.0 Rep Stress Incr YES WB 0.64 Horz(CT) -0.07 G n/a n/a _ BCDL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:102 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-9-12 oc purlins, A-D:2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. A-J:2x4 SPF 210OF 1.8E WEBS 1 Row at midpt F-H,E-H WEBS 2x3 SPF No.2*Except* F-H,E-H:2x4 SPF No.2 REACTIONS. (lb/size) G=125/Mechanical,H=1375/0-5-8,A=1109/0-5-8 Max Horz A=280(LC 10) Max Uplift G=REL,H=-294(LC 10).A=-57(LC 10) Max Grav G=198(LC 21),H=1626(LC 21),A=1160(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-2675/177,B-C=-2401/128,C-E=-1264/7,F-H=-707/256 BOT CHORD A-K=-432/2503,I-K=-273/1662,H-1=-116/860 WEBS B-K=-500/165,C-K=-72/820,C-1=-808/202,E-1=-71/961,E-H=-1237/177 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. WAS 7)Refer to girder(s)for truss to truss connections. C {r 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)A except Qt=lb) H=294. 9)"A"indicates Released bearing:allow for upward movement at joint(s)G. — 395,46 `sS/QNAL� June 14,2019 WARNING-Verify design parameters and READ NOTES ON T1419 AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate[his design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPIi Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Tress Truss Type Oily —y— iL)A--P AC---3 90---72—nd--t-NE-A-i-n-g-t-o-n--W U1351145 26191 BBA, Monopitch 1 1 ___JJob_Referenceiop(i r% Alliance Truss (CA), Abbolsford,BC-V2S 7P6, 8.310 s May 22 2019 MITek Industries,Inc. Tue Jun 11 13:68:67 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-T7T3kU183zOT?j ESpE?I W SVRZzAug6J hxuCffez7KgC 6-5-0 12-0-8 17-8-0 23-6-0 28-3-0 6-5-0 5-7-8 5-7-8 5-10-0 4-9-0 4.12 12 '_l �l lacale=1:51.9 � - o 7x8 44 4x6 O D E 3x4 \� 4 ci ci C \\ rob o \\. 4x6 = m 1.5x4 B l � o � L - K J I R S H 3x4 = 3x4 = 44 = 4x5 = 3x5 = * 8-3-8 15 4 f 23-6.0 i 28-3-0 8-3.8 7_6.0 7-8-8 Plate OHgat$_( Yy- IA O 1 O.Edgej._[c,0 1-12.01-81,[D:a370,EdgeJ,_[E:q 1Mg,o-2 OIL.LF_o-3�12to a o1�MEdse.a2 off,-fi a2 o,a"-121-q - 2.o-Z LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=2 TOLL 2 10) Plate Grip DOL 1.15 TC 0.64 Vert(LL) -0.19 K-O >999 240 MT20 197/1443. TCDL 3.0 Lumber DOL 1.15 BC 0.98 Vert(CT) -0.36 K-O >756 180 Rep Stress Incr YES WB 0.65 Horz(CT) -0.07 G n/a n/a BCLL 10.0 *BCDL 10.0 Code IBC2015ITP12014 Matrix-MS Weight:114 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-8-9 oc purlins, A-D:2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2*Except* WEBS 1 Row at midpt E-H F-H,E-H:2x4 SPF No.2 OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) G=134/Mechanical,A=1083/0-5-8,L=1383/0-3-8 Max Horz A=280(LC 10) Max Uplift G=REL,A=-51(LC 10).L=-304(LC 10) Max Grav G=212(LC 21),A=1130(LC 3),L=1632(LC 21) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-B=-2590/156,B-C=-2313/106,C-E=-116410,H-L=-112/1024,F-L=-717/252 BOT CHORD A-K=-412/2424,I-K=-252/1572,H-1=-97/771 WEBS B-K=-506/167,C-K=-71/830,C-1=-812/199,E-1=-73/940,E-H=-1181/190 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-"second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. ,) 6)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. WAS 7)Refer to girder(s)for truss to truss connections. 0 y� 8)Bearing at joint(s)L considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)A except Qt=lb) L=304. 10)"A"indicates Released bearing:allow for upward movement at joint(s)G. " 39586GIS SS�UX1 AL June 14,2019 AWARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.1010312015 BEFORE USE. �� I Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIi quality Criteria,DSO-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss Truss Type Qty Ply IlUo,-Pill 172nd St NE-Arlington-WA U1351146 25191 IB7 GABLE 1 1 _ 1 Job Reference(optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:58:58 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-xK1 RxgmmgG8KdtpeMyW_2g 1 bmNbfPhYg9YyCC4z7KgB 23.6.0 28" 23-6-0 4-9-0 4.12 I12 -M � ipi� Su e=1:53.7 2x4 2x4 II L 2x4 11 2x4 11 K 46 J Y i H G i F m 0 - E'er m o C D a i� I If u A 5x1B = X W V U T S R Q P O N 4x4 23$�fl 23-6-0 Plate Offsets(X.Y)-- [A:0.3.8Ed9Je dH,0 3.0.Edge] LOADING (psf) SPACING- 2-0-0 I CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.74 Vert(LL) -0.02 A-X >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.69 Vert(CT) -0.05 A-X >999 180 TCDL 13.0 Rep Stress Incr NO WB 0.14 Horz(CT) -0.13 M n/a n/a _ BCLL 10.0 Code IBC2015f7P12014 Matrix-S Weight:123 lb FT=20 BCDL 10.0 g LUMBER- BRACING- TOP CHORD 2x6 SPF No.2"Except' TOP CHORD Structural wood sheathing directly applied or 2-6-3 oc purlins, A-H:2x4 SPF 2100F 1.8E except end verticals. BOT CHORD 2x4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 2-8-15 oc bracing. A-S:2x4 SPF 2100F 1.8E WEBS 1 Row at midpt L-N WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 WEDGE Left:2x4 SP No.3 REACTIONS. All bearings 23-6-0 except Qt=length)M=Mechanical. (lb)- Max Horz A=280(LC 37) Max Uplift All uplift 100 lb or less at joint(s)M,O,P,Q,R.T,U.V,W except N=-136(LC 38),A=-2466(LC 47),X=-113(LC 38) Max Grav All reactions 250 lb or less at joint(s)M,O,P.Q,R,T,U.V except N=544(LC 21),A=2641(LC 42),X=603(LC 29) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-B=-7963/7567,B-C=-6084/5903,C-D=-5354/5199,D-E=4738/4594,E-F=-4059/3931, F-G=-3384/3271,G-1=-2683/2586,I-J=-2009/1925,J-K=-1 32 211 21 5,K-L=-655/576, L-N=-530/138 BOT CHORD A-X=-7231/7232,W-X=-5527/5527,V-W=-4845/4845,U-V=-4287/4287,T-U=-3667/3667. R-T=-3047/3047,Q-R=-2427/2427,P-Q=-1807/1807.O-P=-1187/1187,N-O=-566/567 WEBS B-X=-426/177 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 C�� ���• 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSIITPI 1. N` 7 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)All plates are 1.5x4 MT20 unless otherwise indicated. 6)Gable studs spaced at 2-0-0 oc. +9536 7)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. k-CJSI't°•K��, 8).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide / h�r��,�.1L',� will fit between the bottom chord and any other members,with BCDL=10.0psf. 9)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. SS'/ 10) Refer to girder(s)for truss to truss connections. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)M,O,P,Q,R.T. June 14,2019 t=lb)N=136 A=2456 X=113. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE Design Valid for use only with MiTek@ connectors.This design is based only upon parameters shown,and IS for an individual building component,not a truss System.Before use,the building designer must Verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTe I<- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 Quality Criteria,DSB-09 and BCSI Building Component 100 Industrial Road Safety Information available From Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 .JOb Truss I russ Type Qlg ;Ply �IIDA-PAC-3905 172nd St NE-Arlington-WA U1351146 I25791 87 CABLE 1 t Job Reference(optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:58:59 2019 Page 2 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-Q W bg99nPbaGBE 1 Ogwfl Dbtam Wnxu88nzOChmkWz7KgA NOTES- 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 23-6-0 for 310.0 plf. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1011-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek@)connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 quality Criteria,DSB-B9 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 JrOb It78a I,, Type Qty IPIy I- -PAC-3905 172nd St NE-Arlington-WA 5191 69 GABLE? t I U1351147 ;Job Reference do e) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:59:01 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl U Sd-M ujaarof7B WvUKYD243hg If4dabecOvGsWAtoPz7Kg8 1-10 9 S-" 283-0 1-10-8 26-0-0 2-3-0 ' • 4.12 12 _ =1:53.6 2x4 11 � 2x4 11 M 2x4 2x4 ll L / 3x6 4x6 � AM K J o LX m F }IR7 7 D i r.. III X7 4 7 I I 4 X7 7 afar f� - , 5x16 = AA Z Y X W V U T S R Q P 3x6 5x6 26-0-0 26-0-0 Plate Offsets KY_]__- [8:0.3 8,E "A[I:0.3-@,Edge],(V:04-CI -3-4]_ _ J LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ltd PLATES GRIP TCLL 25.0 Plate Grip DOL 1.1 13. 5 TC 0.89 Vert(LL) 0.01 O n/r 120 MT20 197/144 (Roof Snow=2 Lumber DOL 1.15 BC 0.79 Vert(CT) -0.00 N n/r 120 BCDL 13.0 Rep Stress Incr NO WB 0.22 Horz(CT) 0.14 P n/a n/a BCDL 10.0 BCDL 10.0 Code IBC2015ITP12014 Matrix-S Weight:197 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2`Except` TOP CHORD Structural wood sheathing directly applied or 2-3-15 oc purlins, A-l:2x4 SPF 2100F 1.8E except end verticals. BOT CHORD 2x4 SPF No.2`Except' BOT CHORD Rigid ceiling directly applied or 2-6-9 oc bracing. B-V:2x4 SPF 210OF 1.8E WEBS 1 Row at midpt N-P WEBS 2x8 SPF 1950F 1,7E`Except' N-P:2x4 SPF No.2 OTHERS 2x4 SPF No.2 WEDGE Left:2x4 SP No.3 REACTIONS. All bearings 26-0-0. (lb)- Max Horz B=301(LC 37) Max Uplift All uplift 100 lb or less at joint(s)Q,R,S,T,V,W,X except P=-141(LC 40),B=-2808(LC 37),U=-140(LC 38),Z=-126(LC 46) Max Grav All reactions 250 lb or less at joint(s)Q,T,V,W.X,Y,AA except P=560(LC 21),B=2929(LC 58),R=270(LC 21),S=278(LC 30),U=276(LC 27), Z=449(LC 21) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-8776/8551,C-D=-6732/6556,D-E=-6002/5849,E-F=-5386/5245,F-G=-4707/4582, G-H=-4032/3922,H-J=-3317/3223,J-K=-2660/2579,K-L=-1979/1870,L-M=-1316/1265, M-N=-644/586,N-P=-548/213 BOT CHORD B-AA=-8007/8007,Z-AA=-7116/7116,Y-Z=-6148/6147,X-Y=-5528/5527,W-X=-4908/4907, V-W=-4288/4287,U-V=-3668/3667,T-U=-3048/3047,S-T=-2428/2427,R-S=-1808/1807, Q-R=-1188/1187,P-Q=-567/567 WEBS C-Z=-407/176 NOTES- O' WASf 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 — 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry, Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. i958b fOl, Zi'jG�s-I•�:�L�%�, 5)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs �• non-concurrent with other live loads. �L� 1 6)All plates are 1.5x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 2-0-0 oc. June 14,2019 n desi ned fora 10.0 psf bottom chord live load nonconcurrent with anv other live loads. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE, s� Design valid for use only with MiTek@ connectors This design is based only upon parameters shown,and is for an individual building component,not • a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling or individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI1TPI1 Quality Criteria,DSO-99 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3,37 Job Tn_a S i russ Type lQly Ply OA-PAC.3905172nd St NE-AdFngton-WA U1351147 26181 GABLE 1 1 i Job Reference( tonal Alliance Truss (CA), Abbotsford,BC-V2S 7P6, &310 s May 22 2010 MTak Industries,Inc. Tue Jun 11 13:59:012019 Page 2 ID:rCTmK6iuyDTtyZuzrFbeDzl USd-Mujaarof7B WvU KYD243hgll4dabecOvGSWAloPi7Kg8 NOTES- 10)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10,Opsf. 11)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)Q,R.S,T,V,W,X except Qt=lb)P=141,B=2808, U=140,Z=126. 13)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 26-0-0 for 310.0 plf. WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTekO connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TP11 Quality Criteria,DSB-99 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 ;Job jTruss 1,,..,srrType Qty Ply llw.,-PAC-3905 172nd St NE-Arlington-WA I25181 f B10 Monopitch Supported Gable i I 1 U1351148 /Job Reference Lellonal)._ Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:58:08 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-PiOYSj9PcvgQdB_1 RSdG17z?sDXOh3jTgmgZQ_z7Kgz 23-6-0 27-0.12 1-10-8 23-6-0 3-6-12 N 4.12 12 3x4 II _�-" 1:50.1 2x4 M 2x4 L 2x4 i'� 4xfi K I J ,+�5 H � G �l F E W O Jl i I � I O Le, B lLl _ 5x16 = Y X IN V U T S R P O 44 = 23-6-0 23-" Plate Offsets(X,Y)-- [B:0-3-8,Edge],[I:0-3-O,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.90 Vert(LL) 0.03 M-N n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.69 Vert(CT) -0.00 M-N n/r 120 TCDL 13.0 Rep Stress Incr NO WB 0.16 Horz(CT) 0.11 0 n/a n/a BCLL 10.0 Code IBC2015FrPI2014 Matrix-S Weight:123 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-6-9 oc purlins, A-I:2x4 SPF 210OF 1.8E except end verticals, BOT CHORD 2x4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 2-9-0 oc bracing. B-T:2x4 SPF 210OF 1.8E WEBS 1 Row at midpt M-0 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 WEDGE Left:2x4 SP No.3 REACTIONS. All bearings 23-6-0. (lb)- Max Horz B=288(LC 37) Max Uplift All uplift 100 lb or less at joints)Q,R,S,U.V,W,X.Y except 0=-228(LC 40).B=-2533(LC 37),P=-370(LC 20) Max Grav All reactions 250 lb or less at joint(s)P,R,S.U.V.W,X except 0=965(LC 20),B=2683(LC 58),Q=278(LC 30),Y=549(LC 29) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-7942/7730,C-D=-6069/5898,D-E=-5335/5189,E-F=4720/4585,F-G=-4041/3922, G-H=-3366/3262,H-J=-2666/2577,J-K=-1990/1915,K-L=-1319/1219,L-M=-686/620, M-0=-956/386 BOT CHORD B-Y=-7231/7233,X-Y=-5528/5528,W-X=4846/4846,V-W=-4288/4288,U-V=-3668/3668, S-U=-3048/3048,R-S=-2428/2428,Q-R=-1808/1808,P-Q=-1188/1188,O-P=-567/568 WEBS L-P=-128/421,C-Y=-377/160 NOTES- 1)MWFRS(envelope)gable end zone and C-C Exterior(2)o 8zone;cantilever ver left and right ex0posed;end vertical left ex osed;C-C for ( ) 9 P P members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1, 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. / 39586 , 4� 6)All plates are 1.5x4 MT20 unless otherwise indicated, �/ r/�IJS 7)Gable requires continuous bottom chord bearing. / T1 8)Gable studs spaced at 2-0-0 oc. t S4/1\'ALl•J 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) *This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. June 14,2019 assumed to be SPF No.2 crushinto cavaciltv of 425 osi, A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors-This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ra building design. Bracing indicated is to prevent buckling or individual truss web and/or chord members only.Additional temporary and permanent bracing MiTel<is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 rob .Truss uss Type Qty Ply I1JA-PAC-3905 172nd St NE-Arlington-WA U1351148 . (25191 I610 Marapitch Supported Gable 1 1 l Job Reference(qplional) Alliance Truss (CA), Abbotsford,BC-V2S 7136, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:58:09 2019 Page 2 ID:rCTmK6iuyDTlyZuzrFbeDzIUSd-tuawf3A1 NDzHELZD?98VZKVAcdtFQWzcuQa6zQz7Kgy NOTES- 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)Q.R,S,U,V.W,X,Y except Qt=lb)0=228,B=2533, P=370. 13)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 23-6-0 for 310.0 plf. err ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not V a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mire is is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss "type- Qty Ply .-A.PAC 3905172nd St NE-Arlington-WA U1351149 25191 811 Mo"tch �4 1 Job Refereffn"w o Ilona Alliance Truss (CA). Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MITek Industries,Inc. Tue Jun 11 13:58:09 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-tuawl3A1 NDzHELZD?98VZKVCRdpBQOXcuQa6zQz7Kgy _-1-10-8 6-5-0 _ 12-0-8 17-8-0 23-6-0 27-0-12 1 10.8 6-5-0 7-6 5-7-8 - -5 10-0 ) 3 6 12 b H 4.12 12 3x4 11 _; =1:50.0 4x4 4x6 F E �� '- 3x4 \ A �2 C 4-4 L K J Q R .a! I 3x4 = 3x5 = 4x4 = 5x6 = 3x6 B." 15 9•B 23-6-0 i B-3-8 7-6-0 Plate QHsets-(X+�_-(8:0-0 8,0•D•OJ,.IE,"-0,EdpJ,[F:0-1-12i0-2-01,Ic_0 2 0,o-1.a� [I:o 3 o:a2-12J..IJ_0-2-0,a1.121 LOADING (psf) SPACING- 2-0-0 CSI- DEFL. Tn (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.78 Vert(LL) -0.20 I-J >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.95 Vert(CT) -0.34 L-O >819 180 TCDL 13.0 Rep Stress Incr YES WB 0.64 Horz(CT) 0.06 1 n/a n/a BCLL 10.0 * I Code IBC2015/TPI2014 Matrix-MS Weight:102 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-11-10 oc purlins, A-E:2x4 SPF No.2 except end verticals, BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2*Except* WEBS 1 Row at midpt G-1,F-I G-I,F-1:2x4 SPF No.2 REACTIONS. (lb/size) 1=1 4 1 910-5-8.B=1247/0-5-8 Max Horz B=288(LC 10) Max Uplift 1=-242(LC 14),B=-129(LC 10) Max Grav 1=1751(LC 21),B=1277(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-C=-2616/203,C-D=-2347/155,D-F=-1237/46,G-1=-866/307 BOT CHORD B-L=-437/2445,J-L=-287/1632,I-J=-138/832 WEBS C-L=484/161,D-L=-62/790,D-J=-802/195,F-J=-67/960,F-1=-1203/206 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ,�N� GAR(,Z will fit between the bottom chord and any other members,with BCDL=10.Opsf. NVA 7 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. C� 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except Qt=lb) 1=242,B=129. r ire.39586. CTS/ON AL June 14,2019 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ■A�{e is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the M fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss �,s Type cxy Ply :PAC-3905 172nd St NE-Arlington-WA I' U1351150 25191 B11A Monopitch 4 1 Job Reference lonel Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:58:10 2019 Page 1 I D:rCTi n K6iuyDTlyZuzrFbeDzl U Sd-L581 tPBf8X58sV8QZtfk6Y2RvO9Y9rim74JgVsz7Kgx -1-10-8 I 6-5-0 j 12-0-8 17-8-0 23-6-0 27-0-12 1-10-8 6-5-0 5-7-8 5-7-8 5-10-0 3-6-12 H_ 4.12 12 HScale=1:56.3 4x12 = i G 44 i 4x6 :�- i f R E F'.i / 3x4 \ 'i 1.5x4 C axe = L K J S T o• 3x4 = 3x4 = 44 = 4x4 = 3x6 --- 8-3-8 151" 23-" 8 7-6-0 7-8-8 IP1811e oF(SR.!.,X,Y).-__@*4§,o-o ol,.. a3 o,rd9el ,a1.12,a2 0�,[c:as s.o-2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.55 Vert(LL) -0.17 L-P >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.94 Vert(CT) -0.34 L-P >821 180 BCDLL 13.0 Rep Stress Incr YES WB 0.65 Horz(CT) 0.05 Q n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:114 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF 21 OOF 1.8E*Except* TOP CHORD Structural wood sheathing directly applied or 2-11-10 oc purlins, A-E:2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2*Except* WEBS 1 Row at midpt F-I,G-Q G-I,F-1:2x4 SPF No.2 OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) B=1247/0-5-8,Q=1410/0-3-8 Max Horz B=287(LC 10) Max Uplift B=-129(LC 10),Q=-244(LC 14) Max Grav B=1276(LC 3),Q=1742(LC 21) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-C=-2615/203,C-D=-2346/155,D-F=-1228/47,1-M=-117/973,G-M=-117/973 BOT CHORD B-L=437/2444,J-L=-287/1628,I-J=-138/826 WEBS C-L=-482/161,D-L=-61/797,D-J=-809/194,F-J=-70/944,F-1=-1118/194,G-Q=-1744/411 NOTES- 1)'Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� GAI?t.l,1 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide OVA will fit between the bottom chord and any other members,with BCDL=10.0psf. O� _ 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8)Bearing atjoint(s)Q considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. H 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) B=129,Q=244. ?Q Sri 39586,�� _r •� �%�sr�:� �Ss�pj\tAL-G�v`. June 14,2019 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411.7473 rev.1 010 312 015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system-Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiT® is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 11 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPIi Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314, Bradford,ON,L3Z 3G7 Job Truss (Truss Type Oty Ply �IL-PAC-3905 172nd St NE-Arlington-WA U1351151 25191 B12 Monopitch 1 _ _ Job Referen�opGonal) Alliance Truss (CA), Abbotsford.BC-V2S 7P6. 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:58:11 2019 Page 1 1 D:rCTmK6iuyDTt_yZuzrFbeDzl USd-pHhg41C luq D?Uflc6aAzflbYxQTou I uvM k3D 1 Iz7Kgw 1 6.5-0_ 12.0.8 17.841: 23-6-0 I 27-0-12 4 6-5-0 5-7-8 5-7-8 5-10-0 12 Gr�y�' 4.12 12 -�1gIQ=1:49.0 3x4 11 ' F i 4x4 -�1 4x6 D r� 3x4 N C j 1.5x4 e A 0 K J I P Q H 4x4 = 3x4 = 3x5 = 44 = 5x6 = 83-8 15-9-8 23-6-0 B-3-8 7-6-0 74.8 Plate Offsets(X,Y)- -1-12.0-2-%[F:0.2-0.0-1-4],_(H 0-3-0.0-2-1;1,n 0-z-0,0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 13. Plate Grip DOL 1.15 TC 0.78 Vert(LL) -0.20 H-I >999 240 MT20 197/144 (Roof Snow=2 Lumber DOL 1.15 BC 1.00 Vert(CT) -0.37 K-N >750 180 TCDL 3.0 Rep Stress Incr YES WB 0.65 Horz(CT) 0.06 H nla n/a _ BCLL 10.0 *f3C13L 10.0 Code IBC2015/TP12014 Matrix-MS Weight:100 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-7-9 oc purlins, A-D:2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. WEBS 2x3 SPF No.2`Except* WEBS 1 Row at midpt F-H,E-H F-H,E-H:2x4 SPF No.2 REACTIONS. (lb/size) H=1425/0-5-8,A=1099/0-5-8 Max Horz A=263(LC 10) Max Uplift H=-243(LC 10).A=-69(LC 10) Max Grav H=1733(LC 21),A=1151(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-13=-2652/218,B-C=-2376/167,C-E=-1236/48,F-H=-851/306 BOT CHORD A-K=452/2483,I-K=-291/1638,H-1=-140/830 WEBS B-K=-504/167,C-K=-73/820,C-1=-815/203,E-1=-71/966,E-H=-1199/208 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide v `1 GAR('. will fit between the bottom chord and any other members,with BCDL=10.0psf. 1A1 '`1 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. ht _ l�n 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)A except(jt=lb) H=243. ? 39586 /STI:L�` , N.. June 14,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114II-7473 rev.10/03/2015 BEFORE USE M Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Ml lek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-69 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N-Lee Street,Suite 312,Alexandria,VA 22314, Bradford,ON,L3Z 3G7 Job fU89 russ Type Qty 7Ply IDA•PAC3905 172nd St NE-Arlington-WA 25191 112AIMOMOPItch 2 1 U1351152 Job Reterence.00vtional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc- Tue Jun 11 13:58:12 2019 Page 1 I D:rCTnlK6iuyDTtyZuzi-FbeDzl USd-ITF2 H5Cwf8Ls5plogH IiCBz7ldgp5dl23bOonZlz7Kgv I 8 5 0 12-0-8 t 17-8-0 23-6-0 I 27-0-12 83-0 5 7$ 5.7-8 5.10.0 3 6 12 4.12 112 4x12 i-�I Scale='1:49.8 = 'i a F 4x4 5 j 46 3x4'� cl 106 - N m 1.5x4 A ! vv n r.r _ P �a m 'J 4x8 = •o• K J I R 8 H 4x4 = 3x4 = 3x4 = 44 = 4x4 = 15-9-8 23-6-0 r 8.3.8 7-8-0 T-8-8 Plate Offsets,(X.,Y), -AC.8.1-12,0-1-Sj,jR:0.3-O,Edgej,,[E:0-1-12,Q2-91,,.[F*G-§-8,0-2-0ljH:0-1-8.0-1-8],p:0.2-0.0.1-12),(L:0-2-12.0.2=0J LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.66 Vert(LL) -0.19 K-O >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 1.00 Vert(CT) -0.37 K-O >751 180 TCDL 13.0 Rep Stress Incr YES WB 0.66 Horz(CT) 0.05 P n/a n/a BCLL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:112 lb FT=20 BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF 210OF 1.8E`Except" TOP CHORD Structural wood sheathing directly applied or 2-7-9 oc purlins, A-D:2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2*Except* WEBS 1 Row at midpt E-H,F-P F-H,E-H:2x4 SPF No.2 OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) A=1099/0-5-8,P=1416/0-3-8 Max Horz A=262(LC 10) Max Uplift A=-70(LC 10),P=-245(LC 10) Max Grav A=1150(LC 3).P=1724(LC 21) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-B=-2651/218,B-C=-2375/168,C-E=-1227/49,H-L=-119/972,F-L=-119/972 BOT CHORD A-K=-452/2482,I-K=-292/1634,H-1=-139/825 WEBS B-K=-503/167,C-K=-72/826,C-1=-821/202,E-1=-74/950,E-H=-1116/197,F-P=-1726/415 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. GA/?C' 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide WAS will fit between the bottom chord and any other members,with BCDL=10.Opsf. C 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8)Bearing atjoint(s)P considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify �` r capacity of bearing surface. 1 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)A except Qt=lb) P=245. �� Rr 39-SH6 NALYrL, June 14,2019 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system,Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing T ek' is always required for stability and to prevent collapse with possible personal injury and property damage- For general guidance regarding the Mi l fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPl1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road I Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss Truss Type Oly Ply LbReference :PAC-3905 172nd St NE-Aflington-WA U1351153 I25191 B13 Monopitch Supported Gable 1 1 ._(iptional) _ _ Alliance Truss (CA), Abbotsford,SC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jul 11 13:58:14 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-EsNpi nEABIbaL6SBoijgGOD37eaY51KM2i Htedz7Kgt 23-" 1-10-B 23-" =1:44.5 L / 3x5 % J H i G F 4.12 12 E D 7x10 MT18HS C 3x4 --� i- r B__y 0 3x4 = X W V U T S R Q P O N 44 1 23-6-0 2341.0 Plate Offsets(X,Y) _[s:alala.a1-13�t.[B_0 0i1S,o-3 olr[B:Od)t3,0.2-01r.[G,a2�0,o-0-12J.[Ft.0-2-o 0 0 8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.79 Vert(LL) 0.00 A n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.68 Vert(CT) 0.01 A n/r 120 MT18HS 197/144 TCDL 13.0 Rep Stress Incr NO WB 0.28 Horz(CT) 0.11 N n/a n/a BCLL 10.0 * Code IBC2015/TP12014 Matrix-S Weight:136 lb FT=20% SCOL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-7-1 oc puffins, B-I:2x4 SPF 210OF 1.8E except end verticals. BOT CHORD 2x4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 2-9-0 oc bracing. B-S:2x4 SPF 2100F 1.8E WEBS 1 Row at midpt M-N WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. All bearings 23-6-0. (Ib)- Max Horz B=249(LC 38) Max Uplift All uplift 100 Ib or less at joint(s)N,O,P.Q,R,T,U,V,W except B=-2093(LC 37),X=-264(LC 45) Max Grav All reactions 250 lb or less at joint(s)N,W except B=2340(LC 58), 0=370(LC 30),P=338(LC 21),Q=344(LC 21),R=306(LC 21),T=269(LC 1),U=256(LC 21).V=317(LC 1),X=887(LC 30) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-7787/7579,C-D=-6056/5886,D-E=-5319/5185,E-F=-4704/4580,F-G=-4025/3919, G-H=-3347/3257,H-J=-2668/2594,J-K=-1990/1931,K-L=-1310/1268,L-M=-641/612 BOT CHORD B-X=-7244/7246,W-X=-5530/5536,V-W=-4847/4853,U-V=-4289/4293,T-U=-3668/3672, R-T=-3048/3051,Q-R=-2428/2430,P-Q=-1808/1809,O-P=-1 18711188,N-0=-567/567 WEBS L-0=-319/51,K-P=-299/32,J-Q=-303/30,H-R=-266/30,E-V=-263/35,C-X=-679/332 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 S G.AfZC� 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry 9 `A Gable End Details as applicable,or consult qualified building designer as per ANSITTPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. ��� 5)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)All plates are MT20 plates unless otherwise indicated. 7)All plates are 1.5x4 MT20 unless otherwise indicated. 8 Gable requires continuous bottom chord bearing. li /f - 39586 i 9)Gable studs spaced at 2-0-0 oc. j CI$�L�Z N 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) *This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 12)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. June 14,2019 Continued on nanf3 2 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. *w■E Design valid for use only with MiTek@ connectors.This design is based only upon parameters shown,and is for an individual building component,not �E a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing n A[T�L R is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the IV1 1 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON, oa 3G7 Job iTruss rruss Type oty IPly �IDA-PAC-31905 172nd St NE-Arlington-WA U1351153 25191 B13 Monopitch Supported Gable 1 1 L.._—_ I Job ena Reference(e'4l) Alliance Truss (CA). Abbotsford,SC-WS 7P6. 8.310 s May 22 2019 MTek Industries,Inc. Tue Jun 11 13:58:15 2019 Page 2 ID:rCTmK6iuyD1'1 yZuzrFbaDzIUStl-i2xHw/FoyZ4Hytd1NLQFvpb4EllwngCaVH M 1 RA4z7Kgs NOTES- 13) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)N.O,P,Q,R,T.U.V,W except(jt=lb)B=2093,X=264. 14)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 23-6-0 for 310.0 plf. 15) No notches allowed in overhang and 11006 from left end and 0 from right end or 12"along rake from scarf,whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 D.C.maximum between the stacking chords. For edge-wise notching,provide at least one tie plate between each notch. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-M=-114,B-N=-20 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114II-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek@ connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing pf A�e is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the tY� fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TP11 quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 !Job iTruss (Truss Type Qty Ply IL.,,-PAC-3905 172nd St NE-Arlington-WA U1351154 I25191 IB14 IMonopitch b 1 1 1 ` OD Reference(Oflsonall Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 S May 22 2019 MiTek Industries,kv- Tue Jun 11 13:58:16 2019 Page 1 I D:rCTm K6iuyDTt_yZuzrFbeDzl U Sd-AEVZ7SFQj N rlaQcav7m8Mpl RU RBVZX4eVOnJWz7Kgr -1.10-0 6-5-0 12-0-8 17-9.1 23-" 1.10 8 6.5-0 I 5-7-8 t 5-8-10 5-8-15 1 3x4 it Scale:1/4"=1' G 4.12 j12 / i 4x4 F 3x4 '0 \ 3x4 D E \\ I If K J. I P Q H 45 = 3x4 = 3x5 = 4x4 = 3x5 = 8-3-8 t 16 6 0 23.8.0 IS-" 8-1-8 7-1.0 r Plate Offsets X( Y)- [E 6 1-13.b-1-$J,JF.0-1-4,0-2-0],[1:0-2-0,0-1-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.60 Vert(LL) -0.17 K-N >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.97 Vert(CT) -0.33 K-N >837 180 TCDL 13.0 Rep Stress Incr YES WB 0.78 Horz(CT) 0.07 H n/a n/a _ BCDL 10.0 BCDL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:92 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-9 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2"Except` BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. G-H,F-H:2x4 SPF No.2 WEBS 1 Row at midpt G-H,F-H REACTIONS. (lb/size) H=1115/0-5-8,B=1269/0-5-8 Max Horz B=259(LC 10) Max Uplift H=-164(LC 14),B=-145(LC 10) Max Grav H=1382(LC 3),B=1325(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-2767/255,C-E=-2499/207,E-F=-1295/83,G-H=-264/64 BOT CHORD B-K=-454/2587,I-K=-307/1761,H-1=-154/974 WEBS C-K=-482/162,E-K=-56/814,E-1=-841/196,F-1=-53/925,F-H=-1422/227 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat,11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. N,,4 G.AiRC. 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. VA• 'Q 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except(jt=lb) H=164,B=145. co� 7 19586_A ISTI'-�t�� SS�ONVALI�C June 14,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev,1010312015 BEFORE USE, Design valid for use only with MiTe 0 connectors,This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the iab_"tion,storage,delivery,erection and bracing of trusses and truss systems,see ANSf/J I Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road $kitty Informarton available 6om Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,_3Z 3G7 Job Truss Uss Type Oly Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351155 25191 814A 1 Monopitch 2 1 Job Reference oQtionef) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:58:17 2019 Page 1 I D:rCTn1 K6iuyDTtyZuzrFbeDzl U Sd-eR3xLoG3Ugz9CaAmTrH NuOrd5rXg Izhokg W Y Fyz7Kgq 1 l 6-5-0 72088 1 17-9-1 283-610-18 0 I 58.910 5 5 4x6 = Scale=1:53.1 4x8 = 3x12 = 4A2 F12 G 4x4 F 3x4 % Q / \ 3x4 i ,Er'�' I m 1.C4 \\AA \ — + P K J I R S H 4x5 = 3x4 = 3x5 = 4x4 = 44 = 8-3-8 _ 16-5-0 23-6-0 8-3-8 8-1-8� 7-1-0 Plate_011Ws__KY)—`(EO 1_-1201 BJ,_(F:0.1$,0-2-Oj,(G:0.6.8,0-1.0)•(H:0-1-8,0-1-8j,(1:0-2-0.0-1-8j,(1-:0-2-12.0-2.0]„ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ltd PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.55 Vert(LL) -0.18 K-O >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.97 Vert(CT) -0.34 K-O >833 180 TCDL 13.0 Rep Stress Incr YES WB 0.89 Horz(CT) 0.06 P n/a n/a BCLL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:104lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-4 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2"Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. G-H,F-H:2x4 SPF No.2 WEBS 1 Row at midpt F-H OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) B=1269/0-5-8,P=1072/0-3-8 Max Horz B=254(LC 10) Max Uplift B=-146(LC 10),P=-158(LC 14) Max Grav B=1327(LC 3).P=1325(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-2772/259,C-E=-2506/212,E-F=-1292/88,H-L=-140/1154,G-L=-140/1154 BOT CHORD B-K=-453/2591,I-K=-308/1767,H-1=-152/969 WEBS C-K=-479/161,E-K=-54/818,E-1=-859/198,F-1=-58/916,F-H=-1357/215,G-P=-1328/196 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. GnR , 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 1, ( will fit between the bottom chord and any other members,with BCDL=IO.Opsf. WAS/ 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. O 8)Bearing at joint(s)P considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify �<< r• z capacity of bearing surface. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) B=146,P=158. 39586 �A L June 14,2019 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE Mll-7472 rev.1010312015 BEFORE USE. Design valid for use only with MiTek@)connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M Te is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss Truss Type City Ply 116.,•rAC-3905 172nd St NE-Arlington-WA 125191 615 Monopitch Supported Gable 1 1 U1351156 i ___ Job Reference L�6nn� Alliance Truss (CA), Abbotsford.BC-V2S 7P6. 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:58:19 2019 Page 1 I D:rCTmK6i uyDTtyZuzrFbeDzl USd-apAil U IJ01 DsRtK8aGJrzRwvwflvm285C_?eJr27Kgo 21-10.8 25-5555-4 21-10-8 3-6-12 L 2x4 3A..121 12 i!~� Scale=1:50.2 5x6 3x5 K l! f ! H G !! TT N DC B A//' ' , 1.1 � 2x4 V U T S R Q P O N M 804 — 5x6 = 3x5 11 21-10$ 21-10-6 Plate QNaets(X,Y)- IA;04-6,04-21,1A;0-7-9,0-0-41.IA:0-0-0.0-0-41,IA:Edge.0-341).P.0-2.0,0-041,(E,.0-240-0-0),11:0-3-0.0-2-121,I1.0-2-0.0-0-81,(J:04-2.0.0-121,IM:0-2.12 .0-1.81,IR:03-0.0-3-41 LOADING (psf) SPACING- 2-0-0 I CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.78 Vert(LL) 0.02 K-L n/r 120 MT20 197/144 (Roof Snow=2 TCDL 13. Lumber DOL 1.15 I BC 0.60 Vert(CT) -0.00 K-L n/r 120 _ BCLL 100 Rep Stress Incr YES WB 0.18 Horz(CT) -0.10 M n/a n/a BCDL 10.0 Code IBC2015(TP12014 Matrix-S Weight:136 lb FT=20 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2"Except" TOP CHORD Structural wood sheathing directly applied or 2-7-11 oc purlins, A-I:2x4 SPF 210OF 1.8E,A-I:2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2'Except" BOT CHORD Rigid ceiling directly applied or 2-10-12 oc bracing. A-R:2x4 SPF 2100F 1.8E WEBS 1 Row at midpt K-M WEBS 2x4 SPF No.2 OTHERS 2x4 SPF N0.2 WEDGE Left:2x6 SPF No.2 REACTIONS. All bearings 21-10-8. (lb)- Max Horz A=292(LC 39) Max Uplift All uplift 100 lb or less at joint(s)P,Q,R.S.T,U except M=-249(LC 40),A=-2768(LC 59),N=-375(LC 20),0=-131(LC 45),V=-483(LC 46) Max Grav All reactions 250 Ib or less at joint(s)N,P,Q,R,S,T,U except M=965(LC 20),A=2946(LC 44),0=309(LC 30),V=690(LC 29) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-7621/7414,B-C=-6156/5989,C-D=-5483/5334,D-E=-4801/4667,E-F=-4075/3950, F-G=-3444/3342,G-H=-2733/2624,H-1=-2095/2023,I-J=-1446/1388,J-K=-739/715, K-M=-956/404 BOT CHORD A-V=-6770/6759,U-V=-5603/5597,T-U=-4966/4963,S-T=-4364/4355,R-S=-3744/3734, Q-R=-3088/3074,P-Q=-2507/2491,O-P=-1887/1871,N-0=-1267/1250,M-N=-647/630 WEBS J-N=-187/426,B-V=-566/535 NOTES- J�� ('A . d-ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCD L=5.0psf:h=36ft;Cat.II;Exp B;Enclosed; � 'i MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right \'.AS!7t exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs '� C 39Sg6 non-concurrent with other live loads. 6)All plates are 1.5x4 MT20 unless otherwise indicated. �j ISTi: 7)Gable requires continuous bottom chord bearing. NAL�-�C> 8)Gable studs spaced at 2-0-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide June 14,2019 e bottom chord and any other members with BCDL=I 0.0osf. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11011-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors,This design is based only upon parameters shown,and is for an individual building component,not a truss system_Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi'{le k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/iP11 qualify Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Tram russ Type Qty Ply IIOA-PAC-3905 172nd St NE-Arlington-WA U1351156 :25191 IB15 Monopitch Supported Gable 1 1 I Job Referen_ce,(optlanal), Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:58:20 2019 Page 2 I D:rCTmKGiuyDTtyZuzrFbeDzl U Sd-3Ok4zgJxnbLj31 vL6zg4 WfT4g2e0VVN EQelCsHz7Kgn NOTES- 11)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)P,Q.R,S,T,U except(jt=lb)M=249,A=2768,N=375, 0=131,V=483. 13)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 21-10-8 for 310.0 plf, 14) No notches allowed in overhang and 0 from left end and 30612 from right end or 12"along rake from scarf,whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c.maximum between the stacking chords. For edge-wise notching,provide at least one tie plate between each notch. AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTekO connectors.This design is based only upon parameters shown,and is for an individual building component,not '• a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing ■ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Mel( fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIi quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job PussTruss Type Qty Ply lo. PAC-390S 172nd St NE-Arlington-WA 125191 6 Monopitch I1 1 � U1351157 Ob Reference(Opt-_bnal1_ Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MITek Industries,Inc. Tue Jun 11 13:58:20 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-3Ok4zgJxnbLj31 vL8zg4 Wff8e2ZhVOM EQelCs Hz7Kq n -1-10-8 6-5-0 12-0-8 17-8-0 I 23-6-0 28-0-12 i 1-10-8 6-5-0 5-7-8 5-7-6 5-10-0 4-6-12 4.12 12 M. 1:52.0 2x4 G 4x4 4x6 P �� I i E F /f -' i aA 3x4 6Im 1.5x4 C L✓ G L K J Q R I , 3x4 = 3x5 = 4x4 = 3x5 = 3x6 = 6-3-8 i 1b-9 8 23-" 27-11-4 r 8,3.8 7-6-0 7-8-8 4-5-4 Plate Offsets xL (B:a-o 9,�-a�]o,�E D-s3�a.EayJy :a1.1z o•2__0�,_p;a2a,a�.9�,,[�_0 2-o,q-1-12J LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL) -0.20 I-J >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.95 Vert(CT) -0.34 L-O >817 180 TCDL 13.0 Rep Stress Incr YES WB 0.63 Horz(CT) 0.06 1 n/a n/a BCLL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:104 lb FT=20% BCOL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2`Except` TOP CHORD Structural wood sheathing directly applied or 2-11-8 oc purlins, A-E:2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2*Except* WEBS 1 Row at midpt G-1,F-I G-I,F-1:2x4 SPF No.2 REACTIONS. (lb/size) H=116/Mechanical,1=1364/0-5-8.6=1257/0-5-8 Max Horz B=303(LC 10) Max Uplift H=-41(LC 10),1=-238(LC 14),B=-127(LC 10) Max Grav H=186(LC 21),1=1638(LC 21),6=1286(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-2644/197,C-D=-2374/148,D-F=-1265/40,G-1=-714/160 BOT CHORD B-L=-447/2472,J-L=-296/1655,I-J=-149/864 WEBS C-L=-487/162,D-L=-63/793,D-J=-795/191,F-J=-62/955,F-1=-1242/220 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �Oc Cf7�lZ(�� will fit between the bottom chord and any other members,with BCDL=10.0psf. \'AS/I 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. O '1G 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)H except Qt=lb) y Q� 1=238,B=127. ?9586 AL�:�C> r June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors,This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability or design parameters and properly incorporate this design into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 qualify Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3137 tJob jTffps3 .russ Type my Ply IDA-PAC-3905 172nd St NE-Arlington-WA I! U1351158 i25191 I B 16A Monopitch 3 I 1 Job Reference(optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:58:22 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl U Sd-?OsgO W KBJDbRI L3jGOtYb4YU KsFbzloXuyE IwAz7Kgl -1-10-6 6-5-0 12-0-8 17-8-0 23-6-0 _ 28-0-12 1-10-B 6-5-0 5-7-8 5-7-8 5-10-0 4-6-12 4.12 i12 =1:52.0 7x8 �� l i G � I 4x4 06 R i E F � ' 3x4 44 \\ \j\ M I L K J S T I 3x4 = 30 = 4x4 = 3x6 = 4x5 = 8a B 16 9 8 23-" + 28.0.12 i 8-34 r 74" f 7-8-B 4.8-12 1 Plate Offseta(X Y}— IB;O-0-$,9.0-07r ID:0.1-12 0-1-6 0 3-0 Edge],IF 0 1-12,0-2-M.[G:0-3-12,0+%[11:Edge,O-2-0L[J:0-2-0,0-1-1 IM:O.3�0,0-2.0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.52 Vert(LL) -0.17 L-P >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.92 Vert(CT) -0.33 L-P >829 180 TCDL 13.0 Rep Stress Incr YES WB 0.64 Horz(CT) -0.06 H n/a n/a BCLL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:116 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 3-0-6 oc purlins, A-E:2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2"Except" WEBS 1 Row at midpt F-I G-I,F-1:2x4 SPF No.2 OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) H=126/Mechanical,B=123210-5-8,M=1370/0-3-8 Max Horz B=303(LC 10) . Max Uplift H=REL,B=-113(LC 10),M=-297(LC 14) Max Grav H=203(LC 21),B=1256(LC 3),M=1641(LC 21) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-2556/147,C-D=-2286/99,D-F=-116710,I-M=-112/1027,G-M=-722/244 BOT CHORD B-L=-400/2388,J-L=-251/1566,I-J=-99/775 WEBS C-L=486/161,D-L=-61/801,D-J=-799/195,F-J=-71/934,F-1=-1185/190 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide WASwill fit between the bottom chord and any other members,with BCDL=I O.Opsf. G _ I 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8)Refer to girder(s)for truss to truss connections. 9 Bearingat'oint s M considers parallel to rain value using ANSI/TPI 1 angle to rain formula. Building designer should verify y 1 ( ) P 9 g 9 9 9 9 Y capacity of bearing surface. 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ito uplift atjoint(s)except(jt=lb) B=113,M=297. 11) "A"indicates Released bearing:allow for upward movement at joint(s)H. Ij^ �'/..195 0 i5-i,�,Z�_�, �s s�UN A i.1>'` June 14,2019 now A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTekO connectors.This design is based only upon paramelers shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 10 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the IYIl I fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPl1 Quality Criteria,DSB•89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss iTMs Type City Ply pt..+-PAC-3905 172nd St NE-Arlington-WA U1351159 !26191 B17 IMonopitch 2 1 I I Job Reference(op Uonel Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc.Tue Jun 11 13:58:22 2019 Page 1 I D:rCTm K6iuyDTtyZuzrFbeDzl U Sd-?OsgO W KBJ DbRI L3jGOIYb4YT9sHjzHhXuyElwAz7Kgl I 6.40 12.0$ 17-8=0 , 23-6-0 28-0-12 6-5-0 &7.8 1 5-7•8 5.10-0 4-6-12 4.12 112 � teptate�h:51.6 2x4 F 4x4 i 4x6 P �r '� l D E 3x4 I'� �c, J m m 7 - K J I Q R H 3x6 = 3x4 = 3x5 -= 4x4 = 3x5 = 8 3 e 15-9-8 23-6-0 20-0-12 8.3.8 7-60 7-&8 4�8.12� Plate Offsets(X,Y)- [C:41-12.0-1-8 .0-3-OAcIgLakiE:0-3-12,a2 1,0:0-2-0, 1-121 LOADING (psf) SPACING- 2-0-0 0) CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 25.0 13. Plate Grip DOL 1.15 TC 0.59 Vert(LL) -0.20 H-1 >999 240 MT20 1971144 (Roof Snow=2 Lumber DOL 1.15 BC 0.79 Vert(CT) -0.33 K-N >847 180 TCDL 3.0 Rep Stress Incr YES WB 0.64 Horz(CT) -0.06 G n/a n/a _ BCLL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:102 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-9-10 oc purlins, A-D:2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. A-J:2x4 SPF 210OF 1.8E WEBS 1 Row at midpt F-H,E-H WEBS 2x3 SPF No.2*Except* F-H,E-H:2x4 SPF No.2 REACTIONS. (lb/size) G=117/Mechanical,H=1368/0-5-8,A=1109/0-5-8 Max Horz A=278(LC 10) Max Uplift G=REL,H=-288(LC 10),A=-59(LC 10) Max Grav G=185(LC 21),H=1620(LC 21).A=1161(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-B=-2678/183,B-C=-2404/133,C-E=-1267/12,F-H=-697/246 BOT CHORD A-K=-435/2506,I-K=-276/1664,H-1=-120/863 WEBS B-K=-501/166,C-K=-72/820,C-1=-808/202,E-1=-70/961,E-H=-1241/182 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. A'� GA RC, 6)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)A except Qt=lb) �tG •r'G H=288. 9)"A"indicates Released bearing:allow for upward movement at joint(s)G. ,r 39586 `� �vr S`S/O A111'NV June 14,2019 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracingA ire Ic is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the M fabrication,storage,delivery,ereclion and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss russ Type Oly Ply IDA-PAC•3905172n4 St NE-Adington-WA 25191 B18 Monopitgh 3 1 U1351160 i Job Reference Anal IpPti. 1 Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 S May 22 2019 MITek Industries,Inc. Tue Jun 11 13:58:23 2019 Page 1 ID:I'CTInK6iuyDTt_yZuzl FbeDzIUSd-TbQDbsLp4WjlwVewp5On8H5eDGa7ijVgOczsScz7Kgk 6-4-15 12-0-6 , 17-7-13 23-3-4 27-1-8 20-0-12 6-4-15 5-7-7 5-7-7 5-7-7 3-104 0-11-4 4.12 12 G H Scale=1:54.8 1.5xx4 3x4 F 4x4 3x5 Q i E Q+` 3x4 n A ��' M L K R S J I 3x5 3x4 = 3x4 = 4x4 = 3x4 = 3x4 = = 8-3-6 16-1-14 23-3-4 27-1-8 8.36 7-10-7 7-1-6 Plate Oftets-(x.Y).-_ [A:01-0aEdgel,.[C:9n1-1 0.1.81r.[E 0-1-12.0-2-0] [K:01.8,0-1-12J LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.64 Vert(LL) -0.18 M-P >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.97 Vert(CT) -0.36 M-P >787 180 TCDL 13.0 Rep Stress Incr YES WB 0.74 Horz(CT) 0.06 J n/a n/a BCLL 10.0 BCDL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:116 lb FT=20! LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-14 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2*Except` BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. G-I,E-J,F-J:2x4 SPF No.2 WEBS 1 Raw at midpt G-I,E-J,F-J REACTIONS. (lb/size) A=1074/0-5-8,J=1599/0-5-8 Max Horz A=279(LC 10) Max Uplift A=-61(LC 10),J=-247(LC 10) Max Grav A=1120(LC 2),J=1935(LC 21) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-B=-2564/159,B-C=-2289/109,C-E=-1081/0,G-1=-289/96 BOT CHORD A-M=-415/2399,K-M=-256/1542,J-K=-103/749 'WEBS B-M=-504/168,C-M=-70/843,C-K=-843/200,E-K=-60/921,E-J=-1257/220,F-J=-925/293, F-1=-152/335 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �� will fit between the bottom chord and any other members,with BCDL=10.0psf. ASf 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. O� 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)A except Qt=lb) J=247. .8 /.• 'IST- June 14,2019 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?PIi Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,1_3Z 3G7 IIJOb Truss 1ro58 Type City Ply pL,.+-PAC-3905 172nd St NE-Arlington-WA U1351161 t25191 819 I GABLE 1 1 I Job Reference(optional) Alllen0e Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:58:27 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-LMfjRDOK71EkP6xh2xSjl7FHBt_veVmG1 Dx3bNz7Kgg 27-1-8 28-0-12 27-1-a U-114 4.12 112 48 % Scale=1:59.8 3x4 13x6 O 3x4 N, M 8x10 L rT K� J R 07 4x10 MT18HS 5x12 G \1 I M E/i!'J �, l % AD N D _ A m � 87 3x7 I I /� 3x6 'B C'�/ - ?�' 67 7x16IT OA f' �' .' /�r 7 \ d 2x4 4x7 Q P AC AB AA Z Y X W V U T S R 3x4 = 4x5 = 23-6-0 23-6-0 3-7-8 Plate Offsets(X,Y)-- [A:0-0-5,Edge],[A:0-6-11,Edge],[B:0-2-0,0.0-12],[C:0-2-0,0-0-8],[J:0-6-7,02.0],[J:0-2-0,Edge],[N:0-3-0,0-2-0],[N:0-04,0-3-0],[AG:0-0-13,0-3-10], LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 115 TC 0.83 Vert(LL) -0.01 A-AC >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.01 A-AC >999 180 MT18HS 197/144 TCDL 13.0 Rep Stress Incr NO WB 0.78 Horz(CT) -0.15 R n/a n/a BCLL 10.0 Code IBC2015FFP12014 Matrix-S Weight:228 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-3-6 oc purlins, F-N,A-F:2x4 SPF 2100F 1.8E except end verticals. BOT CHORD 2x4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 2-5-10 oc bracing. A-V:2x4 SPF 2100F 1.8E WEBS 1 Row at midpt N-P WEBS 2x8 SPF 1950F 1.7E*Except' JOINTS 1 Brace at Jt(s):AD N-P.M-AD:2x4 SPF No.2,L-P:2x3 SPF No.2,AC-AQ:2x6 SPF No.2 OTHERS 2x4 SPF No.2 WEDGE Left:2x4 SP No.3 REACTIONS. All bearings 23-6-0. (lb)- Max Horz A=280(LC 37) Max Uplift All uplift 100 lb or less at joint(s)T,U,W,X,Y,Z except A=-2360(LC 59).R=-125(LC 40),S=-158(LC 37),AB=-451(LC 37) Max Grav All reactions 250 lb or less at joint(s)T,U,W,X.Y,Z,AA,AC except A=2494(LC 42),R=914(LC 21),R=641(LC 1),S=286(LC 30),AB=585(LC 28) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown, TOP CHORD A-B=-9022/8810,B-C=-7440/7257,C-D=-6709/6550,D-E=-6093/5947,E-G=-5416/5285, G-H=-4738/4622,H-1=-4059/3960,I-J=-3382/3297,J-K=-2698/2629,K-L=-2047/1993, L-M=-133011280,M-N=-682/649,N-P=-285%118 BOT CHORD A-AC=-8326/8375,AB-AC=-7210/7205,AA-AB=-6724/6778,Z-AA=-6166/6158, Y-Z=-5548/5540,X-Y=-4929/4920,W-X=-4310/4301,U-W=-3690/3681,T-U=-3071/3062, S-T=-2452/2442,R-S=-1832/1822,Q-R=-1213/1203,P-Q=-593/583 WEBS L-R=-755/283,B-AB=-585/477,L-AD=-258/478,P-AD=-224/427 , Cam~ G.A/2(. ] NOTES- 0. IA$/ AV 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. ND f7.395(G i rJisT �. 5)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs /.•, non-concurrent with other live loads. S.S/��IA1 �el� 6)All plates are MT20 plates unless otherwise indicated. 7)All plates are 1.5x4 MT20 unless otherwise indicated. 8)Gable studs spaced at 2-0-0 oc. June 14,2019 (Sl ADdaAAma haabaen designed for a 10.0 asf bottom chord live load nonconcurrent with any other live loads. A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only.Additional temporary and permanent bracing i1e Ic is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11rPl1 quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Streel,Suite 312,Alexandria,VA 22314. 100 Industrial Road Bradford,ON,L3Z 3G7 Job Truss r t hiss Type Qly ?Ply 1DA-PAC-3905172nd St NE-Arlington-WA U1351161 '25191 1819 GABLE 1 t I Job Reference(optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries.Inc. Tue Jun 11 13:58:27 2019 Page 2 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-LMfjRDOK7lEkP6xh2xSjl7FHBt_veVmG'I Dx3bNz7Kgg NOTES- 10)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 11)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)T,U,W,X,Y,Z except Qt=lb)A=2360,R=125,S=158, AB=451. 13)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 27-1-8 for 310.0 plf. 14) No notches allowed in overhang and 0 from left end and 1104 from right end or 12"along rake from scarf,whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c.maximum between the stacking chords. For edge-wise notching,provide at least one tie plate between each notch- A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111111.7473 rev,10/03/2015 BEFORE USE. . Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPl1 Quality Criteria,DSB-69 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 1Job Truss (Truss Type City Ply PAC-3905 172nd St NE-Arlington-WA I U1351162 25191 B20 Common i 1 (Job Reference(iplionall Alliance Truss (CA), Abbotsford,SC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:58:29 2019 Page 1 I D:rCTmK6iuyDTt_yZuzrFbeDzl USd-lknU svQafM USeQ53AMV BNYKa6he46U VZVXQAgGz7 Kqe 1-10 8 7-9.2 14-8-12 21.8.6 _ 29-" 31-4-0 1-1Q B 7-9.2 - -- -- 6-11-10 6.11-10 7-9-2 1-10-8 Scale=1:53.2 46 D 4-12 F12 3x4 %R '�' _ S 3x5 V d L- K 3x6 - 1.5x4 11 4x6 =3x4 2x4 \ 3x5 = 7-9-2 144-12 2"4 234-4 29-5-8 7-9-2 6-11-10 8-11 0." Plate Offsets(X,Y)»_16:0-1-0,0�0 t)j,CD:O 3 O,Q-2 4j,jF:0-1-0,Edge].�H:O 2-0.0 0 72] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 I TC 0.99 Vert(LL) -0.17 K-N >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.93 Vert(CT) -0.34 K-N >833 180 TCDL 13.0 Rep Stress Incr YES I WB 0.51 Horz(CT) 0.05 H n/a n/a BCLL 10.0 BCDL 10.0 Code IBC2015rTP12014 Matrix-MS Weight:96 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2"Except` WEBS 1 Row at midpt C-J C-J:2x4 SPF No.2 REACTIONS. (lb/size) B=1208/0-5-8,H=1711/0-5-8,F=195/0-5-8 Max Horz B=72(LC 14) Max Uplift B=-163(LC 10),H=-100(LC 11),F=-100(LC 11) Max Grav B=1234(LC 21),H=1772(LC 2),F=286(LC 20) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-2427/353,C-D=-1239/221,D-E=-1234/221,E-F=-93/797 BOT CHORD B-K=-247/2258,J-K=-247/2258,H-J=-44/386,F-H=-668/152 WEBS C-K=0/301,C-J=-1277/223,D-J=0/367,E-J=-26/995,E-H=-1772/338 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. Nj[ GARS 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. WAS 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)F except Qt=1b) 0, B=163,H=100. h � .F -9586 _ �_G STl.1tY� SS�UNAL��C June 14,2019 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TP11 quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N_Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 !Job Truss cuss Type Qly Ply. IDA-PAC-3905 172nd St NE-Arlington-WA U1351163 , 25191 B20A Common 4 1 Job Referenceotlonal) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:58:30 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-mxLs3FQCQgcJGagGk3OQwnitnv42orufij BAkCiz7l(gd -1-10-8 8-1-7 14-8-12 20-0-5 23-4-4 29-5-8 _ 314*0 1-10 8 8 1-7 6.7-3 5-" 3-3-15 6-1.4 1-10.8 Scale=1:53.2 4x5 II D 4.12 12 / 3x4 ' 3x4 Y E Z �\ 4x12 W X \tee 7 Fi jM K 5x10 M L J I 3x6 1,5x4 1 3x8 -3x4 = 1.5x4 11 3x5 = 3x5 8-1-7 14-8-12 23-3-4 23-r}-4 29-5-8 8.1-7 6-7-5 8" 0-" 6-1.4 Plate Offsets(X,Y)-- [B:0-3-12,0-1-81 [D:0-3-0,Edgei,[G:0-0-4,Edgei,[J:0-2-0,0-1-81 [N:0-5-0,0-4-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ltd PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.86 Vert(LL) -0.18 M-Q >999 240 MT20 1971144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.58 Vert(CT) -0.35 M-Q >795 180 TCDL 13.0 Rep Stress Incr YES WB 0.65 Horz(CT) 0.04 N n/a n/a BCLL 10.0 ' Code IBC2015/TPI2014 I Matrix-MS Weight:103 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: B-K:2x4 SPF 2100F 1.8E 6-0-0 oc bracing:G-1. WEBS 2x3 SPF No.2*Except* WEBS 1 Row at midpt C-L C-L,F-J,F-1:2x4 SPF No.2 OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) B=1232/0-5-8,G=336/0-5-8,N=1530/0-5-8 Max Horz B=-72(LC 19) Max Uplift B=-164(LC 10),G=-104(LC 11),N=-102(LC 11) Max Grav B=1261(LC 21),G=361(LC 20),N=1562(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-C=-2464/360,C-D=-1336/230,D-E=-1298/233,F-W=0/312,F-X=0/351,G-X=-5/294 BOT CHORD B-M=-250/2288,L-M=-250/2288,J-L=-83/771 WEBS C•M=0/294,C-LV 232/222,D-L=-17/469,E-L=0/599,E-J=-1365/199,J-U=-117/1132, U-Wc,-117/1132 NOTES- 1)Wind:ASCE 7-10;Vult=11 Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. ,v(a GAR(, 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. t ,A S 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 0- will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. ` 8 Bearingat'oint s N considers parallel to rain value using ANSI/TPI 1 angle to rain formula. Building designer should verify H - J 1 ( ) P 9 9 9 9 9 9 Y capacity of bearing surface. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except Qt=lb) B=164,G=104,N=102. 39186 4 SS/ONAL��`i June 14,2019 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall wt building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing MiTek, is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,210 N.Lee Streel,Suite 312,Alexandria,VA 22314, Bra Industrial Road I Bradford,ON,L3Z 3G7 ` 1 Job Truss Truss Type Qty 'Ply ll,H-PAC-3905 172nd St NE-Arlington-WA U1351164 25191 B21 COMMON 17 1 _ Job Reference( I Alliance Truss (CA). Abbotsford.BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc, Tue Jun 11 13:58:30 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-mxLs3FQCQgcJGagGk3OQwmtmS431 rxsijBAkCiz7Kgd 7.9.2 14$-12 t 21-" 28-6-B 314-0 7-9-2 6-11-10 6-11.10 7-94 140.8 Scale=1:50.5 4x6 C 4.12 12 3x4 %Q /i j' '�-� R 3x5 V. 1 H J �a G 3x6 = 1.5x4 II 3x8 = 3x4 2x4 3x5 = 7.9-2 14.8.12 23-3-4 23 f1 4 29-5-8 7-9-2 6.11-10 f 8-" 0-I-0 6-1-4 Plate Offsets(X,Y}— (A 0-1-4 Ed9ej,.[C:0 3-0V,0-2 4],jE 0-1 O,Edgej,�G:O 2-4,0.0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 I TC 0.96 Vert(LL) -0.17 J-M >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.57 Vert(CT) -0.33 J-M >865 180 TCDL 13.0 Rep Stress Incr YES WB 0. BCRL 10.0 50 Horz(CT) 0.04 G n/a n/a _ BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight:94 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: A-H:2x4 SPF 210OF 1.8E 6-0-0 oc bracing:E-G. WEBS 2x3 SPF No,2*Except* WEBS 1 Row at midpt B-1 B-1:2x4 SPF No.2 REACTIONS. (lb/size) A=1065/0-5-8,G=1689/0-5-8,E=216/0-5-8 Max Horz A=-80(LC 19) Max Uplift A=-103(LC 10),G=-101(LC 11),E=-99(LC 11) Max Grav A=1111(LC 3),G=1748(LC 2),E=292(LC 20) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-B=-2484/369,B-C=-1268/224,C-D=-1261/224,D-E=-90/731 BOT CHORD A-1=-275/2313,I-J=-275/2313,G-1=48/412,E-G=-604/146 WEBS B-J=0/307,B-1=-1315/237,C-1=0/386,D-1=-25/969,D-G=-1747/340 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. ;A 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. Cal 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)E except 0t=1b) A=103,G=101. h 19i86 1 i� rs`r/ON�I.��`�` June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll•7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek@ connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 7 is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the MI�1•rek• fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?PI1 Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss Jss Type Qty Ply !IDA-PAC-3905 172nd St NE-Arlington-WA U1351165 25191 622 GABLE 1 1 2519 - _ _ Job Reference(optional) Alllance Truss (CA), Abbotsford,8C-V2S 7P6. 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:58:32 2019 Page 1 ID:rCTmKBiuyDTtyZuzrFbeDzl USd-iJTcUxSTyHsOVlgerU2u?By5PuffJxo?BVfgHbz7Kgb 14.8.12 29-" 31-4-0 14-8-12 14-8-12 1-1 Scale=1:50.4 4x4 = G 4.12 12 F ` H E D o O ! �. K \``�` A__ I _ I `� 0 4x6 - O 4x10 = AA Z Y X W V U T S R Q P 3x4 = 23-" 29-5.8 23-6-0 Plate Offsets(X,Y)- IM;0.0-2949.91,_ LOADING (psf) SPACING- 2-0-0 I CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.93 Vert(LL) -0.05 M-O >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 I BC 0.94 Vert(CT) -0.09 M-O >839 180 TCDL 13.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.05 V n/a n/a BCLL 10.0 Code IBC2015/TP12014 Matrix-S Weight:109 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No,2*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. G-N:2x4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. All bearings 23-6-0 except Qt=length)M=0-5-8,P=0-5-8. (lb)- Max Horz A=-79(LC 56) Max Uplift All uplift 100 lb or less at joint(s)V,W,X,Y.Z,AA,T,S,R except A=-1549(LC 39),Q=-231(LC 32), M=-1806(LC 40),P=-243(LC 47) Max Grav All reactions 250 lb or less at joint(s)X,Z.S,R,Q except A=1628(LC 58),V=273(LC 68),W=263(LC 21),Y=254(LC 21),AA=500(LC 29),T=256(LC 22),M=1884(LC 57),P=800(LC 32) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-4720/4690,B-C=-3140/3160,C-D=-2406/2447,D-E=-1830/1871,E-F=-1181/1238, F-G=-537/607,G-H=-890/960,H-1=-1538/1593,I-J=-2182/2226,J-K=-2840/2832, K-L=-3474/3497,L-M=-4997/4963 BOT CHORD A-AA=-4381/4459,Z-AA=-2936/2993,Y-Z=-2254/2373,X-Y=-1696/1753,W-X=-1076/1133, V-W=-456/513,T-V=-791/848,S-T=-1411/1468,R-S=-2031/2088,Q-R=-2589/2708, P-Q=-2819/2876,O-P=-3271/3328,M-O=-4658/4719 WEBS B-AA=-358/142,K-Q=-278/92 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry �� GA RC/� Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. \VASf 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 O ,1,� 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 1.5x4 MT20 unless otherwise indicated. 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 39S$6 _ t✓� 9)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide p ?�• will fit between the bottom chord and any other members,with BCDL=10.0psf. ��, GISl't 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. SS/per�L�C�V 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)V,W,X,Y.Z,AA ,T,S,R except Qt=lb)A=1549,Q=231,M=1806,P=243. 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist June 14,2019 drao bads alonci bottom chord from 0.0-0 to 29.5-8 for 310.0 olf. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE, - Design valid for use only with MiTek@ connectors.This design is based only upon parameters shown,and is for an individual building component,not �• a truss system,Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing T is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the MOW fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPl1 Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss Truss Type {lty Ply Eb ^C•3M 172nd St NE-Arlington-WA 25191 B23 COMMON 3 I 1 U1351166 Reference • nsl Alliance Truss (CA), Abbotsford.BC-V2S 7136. 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:58:33 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-AW1?iGT5jb_t71 PrPCZ7YOVGb14x2FK9Q9OOplz7Kga �8-1-7 14-6-12 20-0-5 23-4-4 29-5-8 31-4-0 8-1-7 6-7-5 5-3-9 3-3-15 6-1-4 1-10-8 Scale=1:50.3 45 = C 3x4 �� l�l� 3x4 � D i X I B �4x12 VEW w'4 i-i' I ��� �� �'� F v, 1 - �G Io L K 1 H 4x5 = 1.5x4 II 3x8 -3x4 = 1.5x4 II 3x5 3x5 = 8-1-7 14-9-12 23-3.4 23y1�1 20-" 8-1-7 6-7-5 8 eS 0.-0 8-1 4� Rateorrsels(.Y [a:o-3.8.Edp [cat-a,a2-s),IF:oo-e.E_d8e�. to>�L[M_aa.o,o.ao1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.90 Vert(LL) -0.20 L-P >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.62 Vert(CT) -0.38 L-P >726 180 TCDL 13.0 Rep Stress Incr YES WB 0.65 Horz(CT) 0.04 M n/a n/a _ BCLL 10.0 *BCDL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:100 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: A-J:2x4 SPF 210OF 1.8E 6-0-0 oc bracing:F-H, WEBS 2x3 SPF No.2*Except* WEBS 1 Row at midpt B-K B-K,E-I,E-H:2x4 SPF No.2 OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) A=1083/0-5-8,F=335/0-5-8,M=1537/0-5-8 Max Horz A=-80(LC 19) Max Uplift A=-105(LC 10),F=-104(LC 11),M=-103(LC 11) Max Grav A=1134(LC 3),F=359(LC 20),M=1568(LC 2) FORCES. (lb)-Max,Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-B=-2499/372,B-C=-1344/233,C-D=-1305/235,E-V=0/315,E-W=0/355,F-W=-6/297 BOT CHORD A-L=-274/2324,K-L=-274/2324,I-K=-85/759 WEBS B-L=0/299,B-K=-1270/233,C-K=-20/476,D-K=0/603,D-1=-1374/204,I-T=-121/1138, T-V=-121/1138 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4,2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. S�(� GqR(`� 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. WAS 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide {l _ will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. y 0 8)Bearing atjoint(s)M considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify - capacity of bearing surface. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) A=105,F=104,M=103. 395$6 , �C U^f` ISTL'��� June 14,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek@ connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design, Bracing indicated is to prevent buckling of individual truss web andlor chord members only.Additional temporary and permanent bracing Mire l(is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job fuss I russ Type pty ;Ply IDA-PAC-3905172nd St NE-Arlington-WA 25191 �B24 U1351167 Momtpllch 2 , 1 1 Job Reference o tlonal) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:58:34 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-eiaNvcTjUv6kkB_l zv4M4c2W 1 iNbngJlepaxLTz7KgZ 6-5-0 12-0-8 17-9-1 23-6-0 6-5-0 5-7-8 ! 5-8-10 5-8-15 t 4.12 12 Scale:1/4"=1' F 4x4 3x4 E � 3x4 _ / r �. 1.5x4 r lJi \\ J I H O P O 3x6 = 3x4 =3x5 = 4x4 = 3x5 = &3 8 t 1i3S 0 _ � 23 8-0 l 8-3-9 8-1-8 7.1.0 Plate Offsets(X,Y)-- [C:0-1-12,0-1-81,fE:0-2-0,0-1-121,[H:0-2-0 0-1-8) LOADING (psf) SPACING- 2-0-0 I CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.60 Vert(LL) -0.17 J-M >999 240 MT20 197/144 (Roof Snow=2 TCDL 13. Lumber DOL 1.15 BC 0.78 Vert(CT) -0.32 J-M >866 180 BCLL 10.0 • Rep Stress Incr YES I WB 0.79 Horz(CT) 0.06 G n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:89 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-14 oc purlins, BOT CHORD 2x4 SPF No.2"Except` except end verticals. A-l:2x4 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x3 SPF No.2"Except" WEBS 1 Row at midpt F-G,E-G F-G,E-G:2x4 SPF No.2 REACTIONS. (lb/size) G=1121/0-5-8,A=1121/0-5-8 Max Horz A=234(LC 10) Max Uplift G=-166(LC 10).A=-85(LC 10) Max Grav G=1372(LC 3),A=1196(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten,-All forces 250(Ib)or less except when shown. TOP CHORD A-B=-2793/269,B-C=-2521/219,C-E=-1286/85,F-G=-260/64 BOT CHORD A-J=-468/2614,H-J=-312/1760,G-H=-156/967 WEBS B-J=-497/168,C-J=-66/844,C-H=-855/199,E-H=-55/930,E-G=-1411/229 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. \��3 GA/2('�9 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)A except Qt=lb) , S/ G=166. ��pF // r• .J, lop -39586 ss/C�N AL�'•w June 14,2019 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MiTek@)connectors.This design is based only upon parameters shown,and is for an individual building component,not ��• a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing ' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Mffek• fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?Pl1 Quality Criteria,DSB-89 and BCSI Building Component 1f10 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,Road 3G7 Job Truss Truss Type Cty Ply nf,N PAC-3905 172nd St NE-Arlington-WA U1351168 25191 1B24A 'Monopitch 1 I Reference--Lop,tiona Alliance Truss (CA), Abbotsford,BC-V2S 7P61 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:68:35 2019 Page 1 I D:rCTmK6iuyDTlyZuzrFbeDzl USd-6u816yULFCEbM LY D Wdcbd pahc5kV W6G RtTtUtvz7KgY 6S-0 12 0 5 17-8-0 23-6-0 6-5-0 5.7.8 5.7-8 5.10-0 4x6 = Scale=1:54.0 4xB = 4.12 j12 3x12 = F 4x4 4 �I 3x5 E D f P \ 3x4 % �j \ 14 C / \ 1.5Bx4 io J I H Q R G 3x6 = 3x4 = 3x5 = 4x4 = 4x5 = 8-3-8 16-2-3 238�0. _ 113.6 7-10-11 7-3-13 Plate Offsets(X,Y)- (C:04-12,04A,[E:0-1_12,0-2-OJ.[F:0.6-8 0.1-0],[G:0-1-12 D-2_O,j [H:0-1-8,0-1-121,..[K:0-3-0,0-24J LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ltd PLATES GRIP TCLL 25.0 Plate Grip DOL 1.1 13. 5 TC 0.61 Vert(LL) -0.17 J-N >999 240 MT20 197/144 (Roof Snow=2 Lumber DOL 1.15 BC 0.74 Vert(CT) -0.33 J-N >849 180 BCDL 13.0 Rep Stress Incr YES WB 0.88 Horz(CT) 0.05 O n/a n/a BCDL 10.0 BCDL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:102 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-8 oc purlins, BOT CHORD 2x4 SPF No.2*Except* except end verticals. A-1:2x4 SPF 210OF 1,8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x3 SPF No.2*Except* WEBS 1 Row at midpt E-G F-G,E-G:2x4 SPF No.2 OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) A=1121/0-5-8,0=1077/0-3-8 Max Horz A=229(LC 10) Max Uplift A=-87(LC 10),0=-159(LC 10) Max Grav A=1198(LC 3),0=1316(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-2796/275,B-C=-2525/225,C-E=-1317/95,G-K=-140/1142,F-K=-140/1142 BOT CHORD A-J=-469/2617,H-J=-312/1768,G-H=-157/973 WEBS B-J=-495/167,C-J=-67/839,C-H=-846/199,E-H=-62/924,E-G=-1343/220,F-0=-1319/198 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. (,N GARC 6)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. \V4 S/ 7)Bearing atjoint(s)0 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify 0 /4" capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)A except Qt=lb) U� o 0=159. 39586v S'r/nNAi.GNG June 14,2019 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®conneclors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability or design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss ii russ Type Qly Ply IIDA-PAC-3905 172nd St NE-Arlington-WA U1351169 25191 025 GABLE 1 1 ' Job Reference(optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:58:37 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-3HGVXeWbngUJbeicel e3iEgzivSP_AQkKnMbyoz7KgW I 14.6-12 ,I 29-5-8 , 31-4-0 14.8-12 14-8.12 1-10 8 Scale=1:50.6 4x4 = G 4.12I12 F � ! H ! EJ' AH J A AA Z Y X W V U T S R Q P 4x7 4x10 = 4x4 = 23-6-0 + 29-5-8 r 23411-0 5.11.8 Plate Offsets(X,Y)-- [A:0-0-2,Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL (Roof Snow=2 25. Plate Grip DOL 1.15 TC 0.89 Vert(LL) -0.05 O-AG >999 240 MT20 197/144 TCDL 19.0 Lumber DOL 1.15 BC 0.52 Vert(CT) -0.09 O-AG >797 180 BCLL 10.0 Rep Stress Incr YES WB 0.20 Horz(CT) 0.04 W n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:109 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF 210OF 1.8E"Except" TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. G-N:2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 3-4-15 oc bracing. BOT CHORD 2x4 SPF 210OF 1.8E OTHERS 2x4 SPF No.2 REACTIONS. All bearings 23-6-0 except(jt=length)M=0-5-8,P=0-5-8. (lb)- Max Horz A=-169(LC 47) Max Uplift All uplift 100 lb or less at joint(s)W,X.Y,Z,U,T,R except A=-1814(LC 39),V=-338(LC 46), AA=-140(LC 46),0=-429(LC 32),M=-1490(LC 40),P=-217(LC 47) Max Grav All reactions 250 lb or less at joint(s)X.Z.T,R,Q,A except A=1896(LC 58),V=472(LC 55),W=264(LC 21),Y=260(LC 29),AA=536(LC 29),U=256(LC 22).M=1574(LC 57),P=964(LC 32) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-5247/5207,B-C=-3921/3908,C-D=-3256/3287,D-E=-2611/2642,E-F=-1965/2012, F-G=-1314/1344,G-H=-641/725,H-1=-760/807,I-J=-1408/1441,J-K=-2064/2072, K-L=-2698/2706,L-M=-4010/3969 BOT CHORD A-AA=-4739/4806,Z-AA=-3208/3275,Y-Z=-2353/2498,X-Y=-1653/1720,W-X=-876/943, V-W=-679/746,U-V=-1456/1523,T-U=-2233/2300,R-T=-3010/3077,Q-R=-3746/3855, P-Q=-3998/4065,O-P=-3998/4065,M-0=-3998/4065 WEBS G-V=-432/358,B-AA=-324/135 NOTES- 1)Wind:ASCE 7-10;Vult=11 Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces 8,MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Jj>� GAk(.� Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. WA ,f 4 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 C /�1r 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs Z non-concurrent with other live loads. 07 — 6)All plates are 1.5x4 MT20 unless otherwise indicated. 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 586 9 "This truss has been designed for a live load of 20.0 sf on the bottom chord in all areas where a rectangle 3-6-0 tall b 2-0-0 wide Ii+ 39. 9 P 9 Y �L t Grs will fit between the bottom chord and any other members,with BCDL=10.Opsf. V 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. <`rS/UNALL•r \ 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)W,X.Y,Z,U.T, R except(jt=lb)A=1814,V=338,AA=140,Q=429,M=1490,P=217,A=1814. 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist June 14,2019 dM loads alonct bottom chord from 0-0-0 to 23-6-0 for 368.E off. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,711-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only,Additional temporary and pemranent bracing MiTek�is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPN Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss Truss Type Qty JlPly 14..,-PAC-3905 172nd St NE-Arlington-WA U1351170 25191 626 Common 4 i 1 lJob Reference(2pl qal) Alliance Truss (CA), Abbotsford.BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:58:36 2019 Page 1 1 D:rCTmK6iuyDTt_yZuzrFbeDzl USd-XTqul_W EY7cADoHoC191 FSCB kJ kujXiuZR69U Ez7KgV _1-10-8 7-1-14 1354 19.10.10 26-3-0 29.5•6 31-4-0 1.1t-8 7-1-14 64-6 64-6 64.6 3-2.8 1-10-8 5x6 = Scale=1:57,0 4.12 12 G R ' 2x4 H 4x4 3x5 F l EE 13x4 D \1 1.5x4 C !/ N M L S T K U V 4x4 3x4 = 3x4 -= 4x4 = 3x4 = 5x6 = 8-3-6 15-9•5 23-3-4 29-5-8 8-3-6 7-5-15 7-5-15 6.2-4 Plate Offsets(X,Y)-- _[B:0-2-0,Ed9e],[Q:0-1$,0-1-8],jF:0-1-12,0-2-0J,-[G�0=2-12�0-2.8 It !:0-2-0,0-"1,14AM-12,0-3�0] [L'kZ-0 01_12�,_[N:0-1-8,0-14 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.68 Vert(LL) -0,17 N-Q >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.82 Vert(CT) -0.34 N-Q >823 180 TCDL 13.0 Rep Stress Incr YES WB 0.58 Horz(CT) 0.03 K n/a n/a _ BCLL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:127 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-13 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2`Except" BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. F-K,G-K,H-J:2x4 SPF No.2 WEBS 1 Row at midpt F-K,G-K,H-J REACTIONS. (lb/size) B=1039/0-5-8,K=2471/0-5-8,J=-400/0-5-8 Max Harz B=256(LC 10) Max Uplift B=-123(LC 10),K=-292(LC 14),J=-556(LC 21) Max Grav B=1043(LC 3).K=2721(LC 2),J=70(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-1864/180,C-D=-1694/177,D-F=-512/52,F-G=-93/784,H-J=-457/156 BOT CHORD B-N=-341/1729,L-N=-175/760,J-K=-266/42 WEBS C-N=-510/173,D-N=-126/1039,D-L=-818/212,F-L=-134/1151,F-K=-1173/269, G-K=-1346/220,G-J=-119/833 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(Flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide GAR(-. R(-. will fit between the bottom chord and any other members,with BCDL=10.Opsf. v I \1 AS1/ 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. O' � 7�r 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at join t(s)except Qt=lb) B=123,K=292,J=556. T 7 i r 1,14 39586 . A 60 �SS�O N ALA ram` June 14,2019 ®WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. ^� Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 1 V,n iTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1 1 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Truss i fuss Type oty Ply IDA-PAC-3905 172nd St NE-Arlington-WA�IIJ_o_b U1351171 +25191 11327 GABLE 1 1 (Job Reference(optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:58:40 2019 Page 1 I D:rCTMK61uyDTtyZuzrFbe Dzl USd-TsyeAgYU3lsuS6RBJABm KtITQ6OhBTNA1 IbFZ7z7KgT `1-10-8 26-3-0 29-" 31-4-0 1-10-8 20-3-0 3 2$ I 1-10-88 4x7 = Scale=1:58.9 4.12 11-2 N O 4x4 3x4 P M Q . 4x10 MT18HS K GC'H t \� ' / N 1 � D �r� 3x7 Ui U T S R AF AE AD AC AB AA Z Y X W V 3x4 - 4x4 5x14 MT18HS = 4x5 = 23-6-0 29-5-8 23-6.0 5.11-8 1 Plate Offsets [B_0-3�6.EdglL[I:0-5df.Ed®ej,[Ni0-3-S.Edgej,[P:0-2-0,0-1-12j,[R:Edge,0-3-8j.1Y:0-2-4,0-" LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.92 Vert(LL) 0.18 T >404 240 MT20 197/144 (Roof Snow=2 Lumber DOL 1.15 BC 0.93 Vert(CT) -0.18 T >395 180 MT18HS 197/ 13. BCDL 13. 144 0 Rep Stress Incr YES WB 0.50 Horz(CT) -0.16 R n/a n/a BCDL 10.0 BCDL 10.0 Code IBC2015/TPI2014 Matrix MS Weight:167 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2"Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. A-1:2x4 SPF 2100F 1.8E except end verticals. BOT CHORD 2x4 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SPF No.2"Except' WEBS 1 Row at micipt P-R,N-T,O-S L-T:2x3 SPF No.2 JOINTS 1 Brace at Jt(s):AG OTHERS 2x4 SPF No.2 WEDGE Left:2x4 SP No.3 REACTIONS. All bearings 23-6-0 except Qt=length)R=0-5-8,V=0-5-8. (lb)- Max Horz B=256(LC 37) Max Uplift All uplift 100 lb or less at joint(s)X,Z,AA,AB,AC,AD,AE except R=-442(LC 40),B=-3169(LC 37),W=-779(LC 37),AF=-199(LC 46),V=-1094(LC 46) Max Grav All reactions 250 lb or less at joint(s)X,Z,AA,AB,AC,AE except R=692(LC 31),B=3297(LC 58),W=925(LC 58),AD=269(LC 27),AF=720(LC 27), V=1196(LC 57),B=375(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-9374/9230,C-D=-7606/7558,D-E=-6885/6867,E-F=-6269/6259,F-G=-5593/5597, G-H=-4917/4933,H-J=-4240/4270,J-K=-3559/3602,K-L=-2902/2957,L-M=-2288/2276, M-N=-1582/1623,N-O=-929/998,O-P=-266/318,P-R=-538/361 BOT CHORD B-AF=-8811/8737,AE-AF=-7118/7044,AD-AE=-6498/6424,AC-AD=-5878/5799, AB-AC=-5258/5184,AA-AB=-4638/4564,Z-AA=-4018/3944,X-Z=-3372/3324, W-X=-2778/2704,V-W=-2158/2084,U-V=-1842/1767,T-U=-1538/1464,S-T=-912/914, R-S=-291/261 WEBS N-T=438/382,M-AG=-282/239,U-AG=-293/251,L-W=-485/168,C-AF=426/190, �[�`� I-` RC,f L-AG=-131/357,T-AG=-119/350 9 � WAS NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; ^` MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for - members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. ��)SY6 , 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 p ki 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs S/ON ALLi�V non-concurrent with other live loads. 6)All plates are MT20 plates unless otherwise indicated. 7)All plates are 1.5x4 MT20 unless otherwise indicated. Julie 14,2019 d at 2-0-0 oc. AWARN(Ma-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall HN, building design. Bracing indicated is to prevent buckling or individual truss web and/or chord members only.Additional temporary and permanent bracing MOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI11"PI7 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314, Bradford,ON,L3Z 3G7 Job (Truss Truss Type �Qly Ply i—PAC3905 172nd St NE-Arlington-WA U1351171 I25191 1327 GABLE 1 1 J I Job Reference(Oplioft8l� Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:58:41 2019 Page 2 I D:rCTmK6iuyDTt_yZuzrFbeDzl U Sd-x2VONOZ6g2?14GONtti?s4ge9 W kwwwdKFPKp5Zz7KgS NOTES- 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 11)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)X.Z.AA,AB,AC,AD,AE except Qt=lb)R=442,B=3169 ,W=779,AF=199,V=1094,B=3169. 13)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 29-5-8 for 310.0 plf. ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system,Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing ;�' ek, is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the M l l fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-09 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 (Job Tnos I I cuss Type Oly ift IDA.0ill905 172nd St NE-Arlington-WA I U1351172 25191 B29 Monopitch 3 1 I I Job Reference(iptional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:58:41 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-x2VO NOZ6g2?14GONtti?s4glh W kFwuXKFPKp5Zz7KgS -1-10 8 64-1 1124-11 1784 23.3-14 20- 8 291-2-14 1-10-8 6-5-1 5-7.10 5-7-10 5.7-10 3.2-10 2.84, 4.12 12 =1:54.0 4x4 20 I�� i 4x4 4x6 R E F 30 11 rn I � m t N M L 3 T K J 3x4 = 3x4 -= 4x4 = 3x4 = 3x6 3x5 = 83.10 t5912 23-3-14 23.1&10 26-6-8 8.3-10 7-6-2 7.&2 0•2-12 Plate Offsets(X,Y)-__[B_0-0-8,0-0_0],_[D:0-1-12,0_1-8],JE:0-3-O,EdgeL[H^0-2-0,0 0-12],_[J_0 2-0,0-1-8]_[L 0-2-0,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.1 13. 5 TC 0.51 Vert(LL) -0.17 N-Q >999 240 MT20 197/144 (Roof Snow=2 Lumber DOL 1.15 BC 0.91 Vert(CT) -0.33 N-Q >849 180 BCDL 13.0 Rep Stress Incr YES WB 0.64 Horz(CT) 0.06 K n/a n/a BCDL 10.0 BCDL 10.0 Code IBC2015/TPI2014 Matrix-MS Weight:126 Ito FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2"Except" TOP CHORD Structural wood sheathing directly applied or 3-1-2 oc purlins, A-E:2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2*Except* WEBS 1 Row at midpt H-J,F-K,G-K H-J,F-K,G-K:2x4 SPF No.2 REACTIONS. (lb/size) 6=1207/0-5-8,K=1686/0-5-8 Max Horz B=311(LC 10) Max Uplift B=-113(LC 10).K=-276(LC 14) Max Grav B=1234(LC 2),K=2080(LC 21) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-C=-2488/129,C-D=-2217/80,D-F=-1094/0,F-G=-237/345,H-J=-595/231 BOT CHORD B-N=-392/2324,L-N=-240/1498,K-L=-94/709 WEBS C-N=-490/163,D-N=-64/807,D-L=-795/190,F-L=-64/928,F-K=-1234/229,G-K=-1074/366, G-J=-289/633 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.ll;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. GAItC� 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide WAS/ � will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. Q. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=lb) �` B=113,K=276. - 19586 �CISTll June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only.Additional temporary and permanent bracing j�e�• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1. fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSnPI1 Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,Road 3G7 i Job iTruss Type City �PIy Eslol rPAC-3905172nd St NE-Arlington-WA U1351173 7ew !Monopitch 1 1 I b Reference loolliMai. Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May22 2019 MiTek Industries,Inc.Tue Jun 11 13:58:47 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbe Dzl USd-mCtHe3d tQuluoBTXDBpP6L4jOxnG KW ZCeLn7J Dz7KgM -1-10-8 7-2-2 13-6-12 i 19-11-6 y 26-6-8 29-2-14 I 1-10-8 7-2-2 6-4-10 6-4-10 6-7-2 2-6-6 H. 4.12112 6x8 �—"'Scale=1:54.2 44 / l 46 F i E 3x4 .�/'�\� , D 1t6'= N o \ o6 / \ 1.5x4 B QLIE h 48 L K J S T 45 = 3x4 — 3x5 = 4x4 = 4x5 = y 9.3-10 I 17 0.13 i 26-6-8 9-3-10 8-6-3 8-8-11 Plate Offsets LX Y}_ (0:0-1-12,0-1-8.'Ei .0-3-0.Ecl jF:0-1-0A-2-01,_(G 0-3-4,_0.4-OJ,-(L_• jqq 0-1-12J,(J:0-2-0.0.1-8k,(L:01-12,!11.8�,[N1At3-0,_0-2-0] LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.68 Vert(LL) -0.29 I-J >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.94 Vert(CT) -0.45 L-P >703 180 TCDL 13.0 Rep Stress Incr YES WB 0.92 Horz(CT) 0.05 Q n/a n/a _ BCLL 10.0 Code IBC2015/TPI2014 Matrix-MS Weight:128 lb FT=20% BCOL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2"Except" TOP CHORD Structural wood sheathing directly applied or 2-4-13 oc purlins, A-E:2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2`Except" BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. B-K:2x4 SPF 21 OOF 1.8E WEBS 1 Row at midpt F-1,G-Q WEBS 2x3 SPF No.2*Except* G-I,F-1:2x4 SPF No.2 OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) B=1403/0-5-8,Q=1481/0-3-8 Max Horz B=31O(LC 10) Max Uplift B=-145(LC 10),Q=-246(LC 14) Max Grav B=1451(LC 3),Q=1829(LC 21) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-3061/261,C-D=-2753/205,D-F=-1478/73,I-M=-145/1200,G-M=-145/1200 BOT CHORD B-L=-512/2860,J-L=-338/1923,I-J=-170/1022 WEBS C-L=-552/185,D-L=-72/911,D-J=-908/219,F-J=-77/1075,F-1=-1390/239, G-Q=-18311389 NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs GAR( non-concurrent with other live loads. 'j 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11C W'ASy�1 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Bearing atjoint(s)Q considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except(jt=lb) � B=145,Q=246. �� �b 39.86 NA I. June 14,2019 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MiTEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. w Design valid for use only with MiTek®connectors,This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Qualify Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safely Information available from Truss Plate Institute,218 N,Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,Road 3G7 Job Truss I russ Type Qty Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351174 25191 B31 Monopitch 12 1 Job Reference(optional) A-ance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:58:47 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl U Sd-mCtHe3dtQuluoBTXD8pP6L4jJxn7KW iCeLn7JDz7KgM -1.10.8 _ _7-2-2 _ 13.6-12 19-11-B f 26-6-8 27.94� 1-10-8 7-2-2 6-4-10 6.4-10 6-7.2 -12 48 = Scale=1:57.7 4.12 112 6x8 5 H G 4116 - I r 4x4 46 R F _ 3x44 /�, •\.� 1.5x45x4 \� i B PA , lot d L K J S T I 4x5 = 3x4 = 3x6 = 4x4 4x5 = 9.3.10 17-9.13 26-6-8 , 9-3-10 ) 8-6.3 8.8.11 Plate Offsets,X�Y)- [D:0 0.3-0rEdge],1F:0-1-4,0-2.01.[G:0-374 0-1g L1_•Edge,O.1-12],[4-_0 2-0,0.1-81,[LO-1-12.0-1-8).[M:0-2-12.0.2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TOLL 25.0 13. Plate Grip DOL 1.15 TC 0.69 Vert(LL) -0.29 I-J >999 240 MT20 1971144 (Roof Snow=2 Lumber DOL 1.15 BC 0.94 Vert(CT) -0.45 L-P >699 180 BCDL 3.0 Rep Stress Incr YES WB 0.91 Horz(CT) 0.06 Q n/a nla BCDL 10.0 *BCDL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:126 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-4-6 oc purlins, A-E:2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. B-K:2x4 SPF 210OF 1.8E WEBS 1 Row at midpt F-I,G-Q WEBS 2x3 SPF No.2*Except* G-I,F-1:2x4 SPF No.2 OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) B=1412/0-5-8,Q=1360/0-3-8 Max Horz B=298(LC 10) Max Uplift B=-152(LC 10),Q=-215(LC 14) Max Grav B=1471(LC 3),Q=1681(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-31221284,C-D=-2813/228,D-F=-1541/96,I-M=-154/1266,G-M=-154/1266 BOT CHORD B-L=-519/2918,J-L=-345/1979,I-J=-179/1087 WEBS C-L=-554/186,D-L=-72/913,D-J=-899/215,F-J=-72/1068,F-1=-1477/251, G-Q=-1683/312 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs [�1`N Gr1nC� non-concurrent with other live loads. g \`rA 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0* 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. - 8)Bearing at joint(s)Q considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) �•� t)S� B=152,Q=215. �l�-��f 39586 C" June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andior chord members only.Additional temporary and permanent bracing R :7�li• is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss 'Truss Type Qty Ply ii.,aPAC-3905 172nd St NE-Arlington-WA U1351175 25191 1332 Monopitch Structural Gable 1 1 1 Job Referenceio'tlonal) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:58:49 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzl USd-ib_22lflyW?c2UdvLZstBm92u IU7oSCV5fGEN 5z7Kq K 1.104 7-2-2 13-6.12 19-11-6 26-6-8 2744 1 1-10-8 i 7-2-2 0 4-10 8-4.10 6-7.2 1-2-12 Scale=1:59.0 5x8 4,12 112 3x6 J I 10x14 3x5 i I X 3x4 3x4 a F 5x84x7 \ 3x4 C / - / / 4x7 \ / \ ^b a - ' N M Y ( Z xK 4x5 = 3x5 = O 3x4 = 4x4 = 3x5 = 4x10 MT18HS = i 3.2-8 9-3-10 17-9-13 26-6-8 3.2-8 ' 6-1-2 84-3 1 84-11 I Plate Offsets(X,Y)-- [B:0-0-0,0-2-3],[13:0-0-4,0-2-4],[C:0-2-0,0-0-8],[D:0-2-0,0-0-0],[H:0-0-5,Edge],(H:0-64,0-24],[I:0-2-8,0-2-8],[M:0-2-0,0-1-12],[0:0-2-4,0-2-0],[Q:0-0-1 0-�0� LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0.32 K-M >860 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.85 Vert(CT) -0.48 K-M >577 180 MT18HS 197/144 TCDL 13.0 Rep Stress Incr NO WB 0.78 Horz(CT) 0.08 K n/a n/a BCLL 10.0 Code IBC2015ITP12014 Matrix-MS Weight:198 lb FT=20% SCDL 10.0 t LUMBER- BRACING- TOP CHORD 2x4 SPF No.2"Except" TOP CHORD Structural wood sheathing directly applied or 3-6-12 oc purlins, E-1,B-E:2x4 SPF 2100F 1.8E except end verticals. BOT CHORD 2x4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B-L:2x4 SPF 210OF 1.8E WEBS 1 Row at midpt I-K,H-K WEBS 2x4 SPF No.2"Except` D-N,F-N:2x3 SPF No.2,P-Q,H-R,R-S,S-T,O-T:2x8 SPF 1950F 1.7E H-Q:2x6 SPF No.2 REACTIONS. All bearings 3-6-0 except Qt=length)K=0-3-8. (lb)- Max Horz B=313(LC 10) Max Uplift All uplift 100 lb or less at joint(s)K,B Max Grav All reactions 250 lb or less at joint(s)except K=2119(LC 21),B=1391(LC 21),0=947(LC 3).0=926(LC 1),B=1364(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-3524/0,C-D=-3615/0,D-F=-3236/0,F-H=-1923/0,I-K=-670/99 BOT CHORD B-0=-152/3386,N-0=-151/3343,M-N=-103/2502,K-M=-52/1403 WEBS D-N=-539/85,F-N=0/686,F-M=-1140/90,H-M=0/1214,H-K=-1953/74,C-0=-790/30 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. S�Nj4 GAR(41 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 C \'AS 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs << non-concurrent with other live loads. 6)All plates are MT20 plates unless otherwise indicated. 7)All plates are 1.5x4 MT20 unless otherwise indicated. 8)Gable studs spaced at 2-0-0 oc. 9)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Np' �rj:(39 i;;�l will fit between the bottom chord and any other members,with BCDL=10.Opsf. �• �, 11)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. SS�C>N,AL Fr`, 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)K,B,B. 13)No notches allowed in overhang and 11008 from left end and 10212 from right end or 12"along rake from scarf,whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c.maximum between the stacking chords. For edge-wise notching,provide at June 14,2019 1 e between A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MY-7473 rev.10/03/2015 BEFORE USE * I Design valid for use only with MiTek@)connectors.This design is based only upon parameters shown,and is for an individual building component,not ANN a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design info the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the MiTek• fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI17PI1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,Road 3G7 (f(tass I russ Type ally Ply IIDA-PAC-3905172nd St NtE�Arlington-WA 25191 B32 IMoMpitch Structural Gable 1 1 ' U1351175 Job Reference(optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, &310 s May 222019 MiTek Industries.Inc. Tue Jun 11 13:58:49 2019 Page 2 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-ib_22lflyW?c2UdvLZstBm92ul U7oSCV5fGE N5z7KgK LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-V=-114.B-I=-114,I-J=-114,K-U=-20 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors,This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only-Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job :BW russ 1Tft188 Type 10ty Ply liu^-PAC-3905 172nd St NE-Arlington-WA U1351176 i25181 IGABLE 1 1 I I Job Refererwe,�o boat Alliance Truss (CA),. Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:58:50 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbe Dzl USd-AnYQG5gljp7TfeC6uGN6k_i F68sbXvHfKIOnvYz7KgJ 8-e-0 12-" 17-9-1 23-6.0 1 6-5-0 5.7.8 541-10 5.8-15" 3x4 Scale=1:49.9 4.12 :12 1.5x4 11 F 1 1,5x4 II 3x8 \ 4x4 i E 3x4 2x4 V -'� r \ \ 3x4 D 1.5x4 \\\- 4x7 1.5x4 I r• \\\ / 400 WIA W rfpy J I H G 3x6 = 3x4 =3x5 = 4x4 = 3x5 F 8-3-8 16-5-0 23-6-0 8-3-8 8.1-8 7-1-0 _ Plate Offsets QX Y]- (C,,0-1-12,G-1-8],_P0-1-12102.0],.[H LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.59 Vert(LL) -0.16 J-U >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.70 Vert(CT) -0.31 J-U >890 180 TCDL 13.0 Rep Stress Incr YES WB 0.79 Horz(CT) 0.06 G n/a n/a BCLL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:120 Ito FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-7 oc purlins, BOT CHORD 2x4 SPF No.2*Except* except end verticals. A-I:2x4 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x3 SPF No.2*Except* WEBS 1 Row at midpt F-G,E-G F-G,E-G:2x4 SPF No.2,K-L,L-M,M-N:2x8 SPF 1950F 1.7E OTHERS 2x4 SPF No.2 REACTIONS. (lb/size) G=1121/0-5-8,A=1121/0-5-8 Max Horz A=234(LC 10) Max Uplift G=-166(LC 10),A=-85(LC 10) Max Grav G=1340(LC 20),A=1181(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-B=-2752/269,B-C=-2480/219,C-E=-1235/85,F-G=-260/64 BOT CHORD A-J=-468/2574,H-J=-312/1720,G-H=-156/944 WEBS B-J=-497/168,C-J=-66/854,C-H=-855/199,E-H=-55/873,E-G=-13BO/229 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)Gable studs spaced at 2-0-0 oc. Imo~ GAI?Cy 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide `C3C. 7�ti will fit between the bottom chord and any other members,with BCDL=10.0psf. 8)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)A except Qt=lb) G=166. fr39586 ° A � 4IsTt:t�� NAL� June 14,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1011-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek@)connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI1TPl1 Quality Criteria,DSB-69 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 'Job Truss I russ Type Qty 1ply �IDA-PAC-=115 172nd St NE-Arlington-WA I25191 B34 Monopilch Supported Gable 1 1 U1351177 _ _ JOb Reference optional _ Alliance Truss (CA), Abbotsford,BC-V2S 7P6 8.310 s May 22 2019 MiTek Industries,Inc,TUB Jun 11 13:58:52 2019 Page 1 I D:rCTm K6i uyDTtyZuzrFbeDzl USd-7AgAhmhOFRNBvyM UOh PapPnYYyYR?xkxncVu_Qz7KgH 1-10-6 23-6-0 1-10-8 23-6-0 3x6 ; Scale=1:51.0 L 3x5 K J H �. _ F 4.i2 112 E 7x10MT18HS C �!/� �/r x7 3x4 j 47 3x4 = Y X W V U T S R Q P O N 2x4 4x4 = 4x7 i 23-6-0 23-6-0 Plate Offsets{X, _jB:atala,0.1-81,tBo-0-t503.0],_IB:O-0.8,4z-011Ca:1.4404121,N.'a2-0.04)-8]- _ TCADING (psLL 25 0 SPACING- 2-0-0 CSI. DEFL. in (roc) I/deft Ltd PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.79 Vert(LL) 0.00 A n/r 120 MT20 1971144 TCDL 13.0 Lumber DOL 1.15 BC 0.68 Vert(CT) 0.01 A n/r 120 MT18HS 1971144 BCLL 10.0 * Rep Stress Incr NO WB 0.28 Horz(CT) 0.11 N n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-S Weight:162 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-7-1 oc purlins, B-I:2x4 SPF 210OF 1.8E except end verticals. BOT CHORD 2x4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 2-9-0 oc bracing. B-S:2x4 SPF 210OF 1,8E WEBS 1 Row at midpt M-N WEBS 2x8 SPF 195OF 1.7E*Except* M-N:2x4 SPF No.2,U-AE:2x6 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. All bearings 23-6-0. (lb)- Max Horz B=249(LC 38) Max Uplift All uplift 100 lb or less at joint(s)N,O,P.Q,R,T,V,W.X except B=-2093(LC 37),Y=-264(LC 45) Max Grav All reactions 250 lb or less at joint(s)N,V,X,U except B=2340(LC 58), 0=370(LC 30),P=338(LC 21).Q=343(LC 21),R=307(LC 21),T=263(LC 1),W=318(LC 1),Y=887(LC 30) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-C=-7787/7579,C-D=-6056/5886,D-E=-5319/5185,E-F=4704/4580,F-G=-4025/3919, G-H=-3347/3257,H-J=-2668/2594,J-K=-1990/1931,K-L=-1310/1268,L-M=-641/612 BOT CHORD B-Y=-7244/7246,X-Y=-5530/5536,W-X=-4847/4853,V-W=-4289/4293,U-V=-3668/3672, T-U=-3355/3359,R-T=-3048/3051,Q-R=-2428/2430,P-Q=-1808/1809.O-P=-1 18711188, N-0=-567/567 WEBS L-0=-319/51,K-P=-299/32,J-Q=-303/30,H-R=-266/30,E-W=-263/35,C-Y=-679/332 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat,ll;Exp B;Enclosed; 04RC, MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for S `WAS/ 4 members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 `U _ �1 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Cj Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. ` 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 'a 39586 6)All plates are MT20 plates unless otherwise indicated. �0^ 9�8 �.�� V 7)All plates are 1.5x4 MT20 unless otherwise indicated. (•, �� 8)Gable requires continuous bottom chord bearing. SS'/ONAI •-t 9)Gable studs spaced at 2-0-0 oc. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide June 14,2019 _Cna UMNr1111lbatilikew2he bottom chord and anv other members,with BCDL=10.0osf, A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114I1•7473 rev.1010312015 BEFORE USE. I' Design valid for use only with MiTek@ connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall WOW building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only,Additional temporary and permanent bracing Mi l is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss Truss Type Qty Ply I✓A-PAC-3905 172nd St NE-Arlington-WA U1351177 125191 B34 IMonopitch Supported Gable 1 1 I I Job Reference(optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:58:52 2019 Page 2 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-7AgAhmhOFRNBvyM UOhPapPnYYyYR?xkxncVu_Qz7KgH NOTES- 12)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 13) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joints)N,O,P.Q,R,T,V,W,X except Qt=1b)B=2093,Y=264. 14)This truss has been designed fora total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 23-6-0 for 310.0 plf. 15) No notches allowed in overhang and 11008 from left end and 0 from right end or 12"along rake from scarf,whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c.maximum between the stacking chords. For edge-wise notching,provide at least one tie plate between each notch. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) , Vert:A-M=-114,B-N=-20 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek@ connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate[his design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing ;�' ek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M l l fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 f Job Tri+ss I russ Type Qty [Ply JIDA-PAC-3906172nd St NE-Adfnglon-WA U1351178 i28791 ICI HALF HIP GIRDER 1 I Job Reference,(,optiorl Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 222019 MITek Industries,Inc. Tue Jun 11 13:59:04 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-mTOICtrXQ6uULoGojCd01xHal oZdpFBjYUPXPkz7Kg5 2-10-10 5-5-12 6-4-14 12-2-1 15-11-4 19-5-7 22-11-8 2-10-10 2-7-2 2-11-2 3-9-3 3-9-3 3-6-3 3-6-1 Scale=1:41.9 7x8 = 3x6 II 4,12,72 4x7 = F G H i 0.25 47 R'-� �- f�6x8 N 4x4 li 5x16 = 4x4 - u ` v I A Q B C / P S T O N „ M V L K W x Y Z 4x10 MT18HS = 7x10 = 3x5 = 6x10 =5x10 MT18HS = 4x7 = 4x10 MT18HS = 5x6 = 5-5-12 7-5-1 10-3-2 13-1-3 15-11-4 _ 22-11-8 5-5-12 1-11-b 2.10.1 2-10.1 2-10-1 Plate Offsets(X,Y)-- [B:0-7-12.0-2-4),[C:0-1-12,0-1-12],[D:0-4-0,0-4-0],[E:0-2-8,0-1-8],[F:0-2-12,0-34],(G0-2-8.0-1-81,[H:044,0-1-81,(J:0-2-8,0-1-81,[K:0-2-8,0.2-0), [M:O-h-II,O-7-81 IN'(I-1-8.tl-")z(t1:0-•l-1l.,[L4.1YJ. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1. TCDL 3.0 15 TC 0.88 Vert(LL) -0.32 M-N >852 240 MT20 197/144 Snow=2 1 Lumber DOL 1.15 BC 0.98 Vert(CT) -0.62 M-N >441 180 MT18HS 197/144 BCLL 10.0 Rep Stress Incr NO WB 0.77 Horz(CT) 0.10 1 n/a n/a BCDL 10.0 Codc IBC2015/Tf'12014 Matrix-MD Weight:382 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 3-7-5 oc purlins, A-D:2x6 SPF 210OF 1.8E except end verticals,and 2-0-0 oc purlins(6-0-0 max.):F-H. BOT CHORD 2x6 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2*Except* B-0:2x4 SPF 2100F 1.8E REACTIONS. (lb/size) P=8056/0-5-8,1=8288/Mechanical Max Horz P=73(LC 55) Max Uplift P=-1365(LC 10).1=-1069(LC 10) Max Grav P=8056(LC 1).1=8320(LC 32) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-P=-560/93,A-B=-855/163,B-C=-27989/4626,C-D=-31157/2942,D-E=-25424/727, E-F=-16906/0,F-G=-10519/0,H-1=-666/1582 BOT CHORD O-P=-2750/15249,N-0=-4708/27979,M-N=-2082/32740,K-M=0/18632,J-K=0/10642, I-J=0/5972 WEBS B-P=-15875/2762,B-0=-2182/14184,C-0=-2666/215,C-N=0/4601,D-N=-3283/0, D-M=-11085/1800.E-M=-1391/9373,E-K=-7572/244,F-K=-343/8871,F-J=-3356/0, G-J=-48/7101,G-1=-9107/0 NOTES- 1)3-ply truss to be connected together with 1 Od(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-4-0 oc. Bottom chords connected as follows:2x6-3 rows staggered at 0-4-0 oc. Webs connected as follows:2x4-1 row at 0-7-0 oc,Except member O-B 2x4-1 row at 0-9-0 oc,member C-0 2x4-1 row at 0-9-0 UAL oc,member N-C 2x4-1 row at 0-9-0 oc,member N-D 2x4-1 row at 0-9-0 oc,member M-D 2x4-1 row at 0-9-0 oc,member M-E WAS q 2x4-1 row at 0-9-0 oc,member K-E 2x4-1 row at 0-9-0 oc,member F-K 2x4-1 row at 0-9-0 oc,member J-F 2x4-1 row at 0-9-0 Cl�' ��• oc,member J-G 2x4-1 row at 0-9-0 oc,member I-G 2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 '� 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 5 5)Unbalanced snow loads have been considered for this design. ��, GfS'f1 6)Provide adequate drainage to prevent water ponding. 7)All plates are MT20 plates unless otherwise indicated. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide June 14,2019 bottom chord and anv other members with BCDL=10.0 sf. WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1-7473 rev-1010312015 BEFORE USE. Design valid for use only with MiTekO connectors.This design is based only upon parameters shown,and is For an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall OF building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing eT is always required for stability and to prevent collapse wilh possible personal injury and property damage. For general guidance regarding the M Mt 1 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 � 1 _ JQb Truss Truss Type Qty Ply a-PAC-3905 172nd SI NE-Arlinglon•WA U1351178 25191 C1 HALF HIP GIRDER 1 3 Joy Reference(g)tional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 Mli Industries,Inc. Tue Jun 11 13:59:04 2019 Page 2 I D:rCTmK6iuyDTl_yZuzrFbeDzl USd-mTOjCtrXQ6u U LoGojCdOlxHa 1 oZdp FBjYUPXPkz7Kg5 NOTES- 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11)Refer to girder(s)for truss to truss connections. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Ot=lb)P=1365,1=1069. 13) Load case(s)1,2,3,4,5,10.11.12,13,14,15,16.17,18,19.20,21.22.23,24,25,26,27,28,29,30,31,32,33,34,35,36,37,38,39,40,41.42,43,44,45,46,47, 48,49,54,55,56,57,58,59,60,61.62,63,64,65,66.67,68,69,70,71,72,73,74,75 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 14)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1800 lb up at 5-5-12.and 1800 lb up at 22-9-12 on top chord,and 707 lb down and 124 lb up at 2-0-12,537 lb down and 84 lb up at 4-0-12,2565 lb down and 867 lb up at 5-5-13,537 lb down and 82 lb up at 7-5-0,537 lb down and 82 lb up at 9-5-0,537 lb down and 82 lb up at 11-5-0,537 lb down and 82 lb up at 13-5-0,537 lb down and 82 lb up at 15-5-0,537 lb down and 82 lb up at 17-5-0,and 537 lb down and 82 lb up at 19-5-0,and 537 lb down and 82 lb up at 21-5-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASES) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-C=-76,C-D=-426,D-F=-426,F-H=-426,I-P=-20 Concentrated Loads(Ib) Vert:0=-2565(B)N=-537(B)K=-537(B)S=-707(B)T=-537(B)U=-537(B)V=-537(B)W=-537(B)X=-537(B)Y=-537(B)Z=-537(B) 2)Dead+0.75 Snow(balanced)+0.75 Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-C=-64,C-D=-370,D-F=-370,F-H=-370,I-P=-35 Concentrated Loads(lb) Vert:H=1350 0=-1299(B)C=1350 N=-536(B)K=-536(B)S=-680(B)T=-536(B)U=-536(B)V=-536(B)W=-536(B)X=-536(B)Y=-536(B)Z=-536(B) 3)Dead+0.75 Snow(Unbal.Left)+0.75 Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-C=-64,C-D=-370,D-E=-370,E-F=-376,F-H=-343,I-P=-35 Concentrated Loads(Ib) Vert:H=1350 0=-1299(B)C=1350 N=-536(B)K=-536(B)S=-680(B)T=-536(B)U=-536(6)V=-536(B)W=-536(B)X=-536(B)Y=-536(B)Z=-536(B) 4)Dead+0.75 Snow(Unbal.Right)+0.75 Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-C=-37,C-D=-344,D-F=-344,F-H=-384,I-P=-35 Concentrated Loads(lb) Vert:H=1350 0=-1299(B)C=1350 N=-536(B)K=-536(B)S=-680(B)T=-536(B)U=-536(B)V=-536(B)W=-536(B)X=-536(B)Y=-536(B)Z=-536(B) 5)Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:A-C=-26,C-D=-201,D-F=-201,F-H=-201,I-P=-40 Concentrated Loads(lb) Vert:C=-1357(B)N=-343(B)K=-343(B)S=-403(B)T=-343(B)U=-343(B)V=-343(B)W=-343(B)X=-343(B)Y=-343(B)Z=-343(B) 10) Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-C=21,C-D=-154,D-F=-154,F-H=-154,I-P=-10 Horz:A-P=12,A-D=-29,D-F=-29 Concentrated Loads(lb) Vert:H=1800 0=857(B)C=1800 N=72(B)K=72(B)S=114(B)T=74(B)U=72(B)V=72(B)W=72(B)X=72(B)Y=72(B)Z=72(B) 11) Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-C=8,C-D=-167,D-F=-163,F-H=-154,I-P=-10 Horz:A-P=-15,A-D=-17,D-F=-20 Concentrated Loads(lb) Vert:H=1800 0=857(B)C=1800 N=72(8)K=72(B)S=114(B)T=74(B)U=72(B)V=72(B)W=72(B)X=72(B)Y=72(B) Z=72(B) 12) Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-C=-5,C-D=-180,D-F=-180,F-H=-180,I-P=-20 Horz:A-P=20,A-D=-21,D-F=-21 Concentrated Loads(lb) Vert:H=1800 0=867(B)C=1800 N=82(B)K=82(B)S=124(B)T=84(B)U=82(B)V=82(B)W=82(B)X=82(B)Y=82(B) Z=82(B) 13) Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.33,Plate Increase=1,33 Uniform Loads(plf) Vert:A-C=-18,C-D=-193.D-F=-189,F-H=-180,I-P=-20 Horz:A-P=-7,A-D=-8,D-F=-12 Concentrated Loads(lb) Vert:H=1800 0=867(B)C=1800 N=82(B)K=82(B)S=124(B)T=84(B)U=82(B)V=82(B)W=82(B)X=82(B)Y=82(B) Z=82(B) 14)Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-C=21,C-D=-154,D-F=-154,F-H=-167,I-P=-10 Horz:A-P=10,A-D=-29,D-F=-29 Concentrated Loads(Ib) Vert:H=1800 0=857(B)C=1800 N=72(B)K=72(B)S=114(B)T=74(B)U=72(B)V=72(B)W=72(B)X=72(B)Y=72(B) Z=72(B) 15) Dead+0.6 MWFRS Wind(Pas.Internal)2nd Parallel:Lumber Increase=1.33,Plate Increase=1.33 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE Mf1.7473 rev.10103/2D15 BEFORE USE. 10 Design valid for use only with MiTek®connectors,This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing iTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the tyr fabricalion,storage,delivery,erection and bracing of trusses and truss systems,see ANSI1TP11 Qualify Criteria,DSB•99 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,1-3Z 3G7 Job ;Truss I russ Type Qty IPIy �IDA-PAC•3905172rte St NE ArlingWn-WA U1351178 75191 IC7 �HAI F HIP GIRDFR 1 q I{ I j I 1 J _Job Reference(optional) Alliance Truss(CA), Abbotsford,f3C-V2S 71136, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:59:04 2019 Page 3 I D:rCTmK6iuyDTt_yZuzrFbeDzl U Sd-mTOjCtrXQ6u U LoGojCdOl xHa 1 oZdp FBjYU PXPkz7Kg5 LOAD CASE(S) Standard Uniform Loads(plf) Vert:A-C=8,C-D=-167,D-F=-167,F-H=-167,I-P=-10 Horz:A-P=-14,A-D=-17,D-F=-17 Concentrated Loads(Ib) Vert:H=1800 0=857(B)C=1800 N=72(B)K=72(B)S=114(13)T=74(B)U=72(B)V=72(B)W=72(B)X=72(B)Y=72(B)Z=72(B) 16) Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-C=21,C-D=-154,D-F=-154,F-H=-167,I-P=-10 Horz:A-P=10,A-D=-29,D-F=-29 Concentrated Loads(Ib) Vert:H=1800 0=857(B)C=1800 N=72(B)K=72(B)S=114(B)T=74(B)U=72(B)V=72(B)W=72(B)X=72(B)Y=72(B)Z=72(B) 17) Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-C=8,C-D=-167,D-F=-167,F-H=-167,I-P=-10 Horz:A-P=-14,A-D=-17,D-F=-17 Concentrated Loads(lb) Vert:H=1800 0=857(B)C=1800 N=72(B)K=72(B)S=114(B)T=74(B)U=72(B)V=72(B)W=72(B)X=72(B)Y=72(B)Z=72(B) 18) Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-C=-5,C-D=-180,D-F=-180,F-H=-193,I-P=-20 Horz:A-P=18,A-D=-21,D-F=-21 Concentrated Loads(Ib) Vert:H=1800 0=867(B)C=1800 N=82(B)K=82(B)S=124(B)T=84(B)U=82(B)V=82(B)W=82(B)X=82(B)Y=82(B)Z=82(B) 19) Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-C=-1 B,C-D=-193,D-F=-193,F-H=-193,I-P=-20 Horz:A-P=-6,A-D=-8,D-F=-B Concentrated Loads(Ib) Vert:H=1800 0=867(B)C=1800 N=82(B)K=82(B)S=124(B)T=84(B)U=82(B)V=82(B)W=82(B)X=82(B)Y=82(B)Z=82(B) 20) Dead+Snow(Unbal.Left):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-C=-76,C-D=-426,D-E=-426,E-F=-435,F-H=-391,I-P=-20 Concentrated Loads(lb) Vert:0=-2565(B)N=-537(13)K=-537(B)S--707(B)T--537(B)U=-537(13)V'--537(B)W=-537(B)X=-537(B)Y=-537(B)Z=-537(B) 21) Dead+Snow(Unbal.Right):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-C=-41,C-D=-391,D-F=-391,F-H=-445,I-P=-20 Concentrated Loads(lb) Vert:0=-2565(B)N=-537(B)K=-537(B)S=-707(B)T=-537(B)U=-537(B)V=-537(B)W=-537(B)X=-537(B)Y=-537(B)Z=-537(B) 22)Dead+Uninhabitable Attic Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:A-C=-26,C-D=-201,D-F=-201,F-H=-201,I-P=-40 Concentrated Loads(Ib) Vert:0=-1357(B)N=-343(B)K=-343(B)S=403(B)T=-343(B)U=-343(B)V=-343(B)W=-343(B)X=-343(B)Y=-343(B)Z=-343(B) 23) Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-C=-48,C-D=-354,D-F=-354,F-H=-354,I-P=-35 Horz:A-P=15,A-D=-16,D-F=-16 Concentrated Loads(Ib) Vert:H=1350 0=375(B)C=1350 N=40(B)K=40(B)S=66(B)T=41(B)U=40(B)V=40(B)W=40(B)X=40(B)Y=40(B)Z=40(B) 24) Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-C=-57,C-D=-364,D-F=-361,F-H=-354,I-P=-35 Horz:A-P=-5,A-D=-6,D-F=-9 Concentrated Loads(Ib) Vert:H=1350 0=375(B)C=1350 N=40(B)K=40(B)S=66(B)T=41(B)U=40(B)V=40(B)W=40(B)X=40(B)Y=40(B)Z=40(B) 25) Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)list Parallel):Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads(plf) Vert:A-C=-48,C-D=-354,D-F=-354,F-H=-364,I-P=-35 Horz:A-P=14,A-D=-16,D-F=-16 Concentrated Loads(Ib) Vert:H=1350 0=375(B)C=1350 N=40(B)K=40(B)S=66(B)T=41(B)U=40(B)V=40(B)W=40(B)X=40(B)Y=40(B)Z=40(B) 26) Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads(plf) Vert:A-C=-57,C-D=-364,D-F=-364,F-H=-364,I-P=-35 Horz:A-P=-4,A-D=-6,D-F=-6 Concentrated Loads(lb) Vert:H=1350 0=375(B)C=1350 N=40(B)K=40(B)S=66(B)T=41(B)U=40(B)V=40(B)W=40(B)X=40(B)Y=40(B)Z=40(B) 27) Dead+Minimum Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-C=-66,C-D=-416,D-F=-376,F-H=416,I-P=-20 B WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing rek•wy is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the Mi fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI1TPI1 Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 .Job Truss Truss Type Qty Ply �I. AC-3905 172nd St NE-Arlington-WA U1351178 25191 C1 HALF HIP GIRDER 1 q _ J Job Reference(optional_ Alliance Truss (CA), Abbotsford,8C-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:59:04 2019 Page 4 I D:rCTm K6iuyDTt_yZuzrFbeDzl U Sd-mTOjCtrXQ6u U LoGojCdOl xHa 1 oZd pFBjYU PXPkz7Kg5 LOAD CASE(S) Standard Concentrated Loads(lb) Vert:0=-2565(8)N=-537(B)K=-537(B)S=-707(B)T=-537(B)U=-537(B)V=-537(B)W=-537(B)X=-537(B)Y=-537(B)Z=-537(B) 28) 3rd Dead+0.75 Snow(Unbal.Left)+0.75 Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-C=-37,C-D=-344,D-E=-370,E-F=-376,F-H=-343,1-P=-35 Concentrated Loads(lb) Vert:H=1350 0=-1299(B)C=1350 N=-536(B)K=-536(B)S=-680(B)T=-536(B)U=-536(B)V=-536(B)W=-536(B)X=-536(B)Y=-536(B)Z=-536(B) 29)4th Dead+0.75 Snow(Unbal.Left)+0,75 Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-Q=-64,C-Q=-76,C-D=-383,D-F=-344,F-H=-343,I-P=-35 Concentrated Loads(lb) Vert:H=1350 0=-1299(B)C=1350 N=-536(B)K=-536(B)S=-680(B)T=-536(B)U=-536(B)V=-536(B)W=-536(B)X=-536(B)Y=-536(B)Z=-536(B) 30) 5th Dead+0.75 Snow(Unbal.Right)+0.75 Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1,15 Uniform Loads(plf) Vert:A-C=-37,C-D=-344,D-R=-378,F-R=-370,F-H=-343,I-P=-35 Concentrated Loads(Ib) Vert:H=1350 0=-1299(6)C=1350 N=-536(B)K=-536(B)S=-680(B)T=-536(B)U=-536(B)V=-536(B)W=-536(B)X=-536(B)Y=-536(B)Z=-536(B) 31)6th Dead+0.75 Snow(Unbal.Right)+0.75 Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-C=-37,C-D=-344,D-F=-344,F-H=-384,I-P=-35 Concentrated Loads(lb) Vert:H=1350 0=-1299(B)C=1350 N=-536(B)K=-536(B)S=-680(B)T=-536(B)U=-536(B)V=-536(B)W=-536(B)X=-536(B)Y=-536(B)Z=-536(B) 32)7th Unbal.Dead+Snow(balanced)+Parallel:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-C=-41,C-D=-391,D-F=-391,F-H=-464,I-P=-20 Concentrated Loads(lb) Vert:0=-2565(B)N=-537(B)K=-537(B)S=-707(B)T=-537(B)U=-537(B)V=-537(B)W=-537(B)X=-537(B)Y=-537(B)Z=-537(B) 33)8th Unbal.Dead+Snow(balanced)+Parallel:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-C=-41,C-D=-391,D-F=464,F-H=-391,I-P=-20 Concentrated Loads(lb) Vert:0=-2565(B)N=-537(B)K=-537(B)S=-707(B)T=-537(B)U=-537(B)V=-537(B)W=-537(B)X=-537(B)Y=-537(B)Z=-537(B) 34) 9th Unbal.Dead+Snow(Unbal.Left)+Parallel:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) _ Vert:A-C=-41,C-D=-391,D-E=426,E-F=-435,F-H=-391,I-P=-20 Concentrated Loads(Ib) Vert:0=-2565(B)N=-537(B)K=-537(B)S=-707(B)T=-537(B)U=-537(B)V=-537(B)W=-537(B)X=-537(B)Y=-537(B)Z=-537(B) 35) 10th Unbal.Dead+Snow(Unbal.Left)+Parallel:Lumber Increase=1,15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-Q=-76,C-Q=-93,C-D=-443,D-F=-391,F-H=-391,I-P=-20 Concentrated Loads(lb) Vert:0=-2565(B)N=-537(B)K=-537(B)S=-707(8)T=-537(B)U=-537(B)V=-537(B)W=-537(B)X=-537(B)Y=-537(B)Z=-537(B) 36) 11th Unbal.Dead+Snow(Unbal.Right)+Parallel:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pit) Vert:A-C=41,C-D=-391,D-R=-437,F-R=-426,F-H=-391,I-P=-20 Concentrated Loads(lb) Vert:0=-2565(B)N=-537(B)K=-537(B)S=-707(B)T=-537(B)U=-537(B)V=-537(B)W=-537(B)X=-537(B)Y=-537(B)Z=-537(B) 37) 12th Unbal.Dead+Snow(Unbal.Right)+Parallel:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-C=41,C-D=-391,D-F=-391,F-H=-445,I-P=-20 Concentrated Loads(Ib) Vert:0=-2565(B)N=-537(B)K=-537(B)S=-707(B)T=-537(B)U=-537(B)V=-537(B)W=-537(B)X=-537(B)Y=-537(B) Z=-537(B) 38) 13th Unbal.Dead+0.75 Snow(balanced)+0.75 Uninhab.Attic Storage+Parallel:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-C=-37,C-D=-344,D-F=-344,F-H=-399,I-P=-35 Concentrated Loads(lb) Vert:H=1350 0=-1299(B)C=1350 N=-536(B)K=-536(B)S=-680(B)T=-536(B)U=-536(B)V=-536(B)W=-536(B)X=-536(B) Y=-536(B)Z=-536(B) 39) 14th Unbal.Dead+0.75 Snow(balanced)+0.75 Uninhab.Attic Storage+Parallel:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-C=-37,C-D=-344,D-F=-399,F-H=-343,I-P=-35 Concentrated Loads(lb) Vert:H=1350 0=-1299(B)C=1350 N=-536(B)K=-536(B)S=-680(B)T=-536(B)U=-536(B)V=-536(B)W=-536(B)X=-536(B) Y=-536(B)Z=-536(B) 40) 15th Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Left)+Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-C=-22,C-D=-328,D-F=-328,F-H=-383,I-P=-35 Harz:A-P=15,A-D=-16,D-F=-16 Concentrated Loads(lb) Vert:H=1350 0=375(B)C=1350 N=40(B)K=40(B)S=66(B)T=41(B)U=40(B)V=40(B)W=40(B)X=40(B)Y=40(B)Z=40(B) 41) 16th Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Left)+Parallel:Lumber Increase=1.33,Plate Increase=1.33 �cntleued_on Dace 5 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFER_ANCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. 1 '- ■■ Design valid For use only with MiTek®connectors,This design is based only upon parameters shown,and is For an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall )� building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Ni I@�C is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI7TPIi quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,Road 3G7 Job Truss uss Type C1y 'Ply IDA•PAC-3905 172nd St NE-Arlington-WA U1351178 25191 C1 HALF HIP GIRDER 1 Job Reforence(oUonat _ Alliance Truss(CA), Abbotsford,SC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Juts 11 13.59,04 2019 Page 5 I D:rCTmK6iuyDTtyZuzrFbeDzl U Sd-mTOjCtrXQ6uU LoGojCdOl xHa 1 oZd pFBjYUPXPkz7Kg5 LOAD CASE(S) Standard Uniform Loads(plf) Vert:A-C=-22,C-D=-328,D-F=-383,F-H=-328,I-P=-35 Herz:A-P=15,A-D=-16,D-F=-16 Concentrated Loads(Ib) Vert:H=1350 0=375(B)C=1350 N=40(B)K=40(B)S=66(B)T=41(B)U=40(B)V=40(B)W=40(B)X=40(B)Y=40(B)Z=40(B) 42) 17th Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Right)+Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-C=-31,C-D=-337,D-F=-335,F-H=-383,I-P=-35 Herz:A-P=-5,A-D=-6,D-F=-9 Concentrated Loads(Ib) Vert:H=1350 0=375(B)C=1350 N=40(B)K=40(B)S=66(B)T=41(B)U=40(B)V=40(B)W=40(B)X=40(B)Y=40(B)Z=40(B) 43) 18th Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Right)+Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-C=-31,C-D=-337,D-F=-390,F-H=-328,I-P=-35 Herz:A-P=-5,A-D=-6,D-F=-9 Concentrated Loads(lb) Vert:H=1350 0=375(B)C=1350 N=40(B)K=40(B)S=66(B)T=41(B)U=40(B)V=40(B)W=40(B)X=40(B)Y=40(B)Z=40(B) 44) 19th Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)list Parallel):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-C=-22,C-D=-328,D-F=-328,F-H=-392,I-P=-35 Herz:A-P=14,A-D=-16,D-F=-16 Concentrated Loads(lb) Vert:H=1350 0=375(B)C=1350 N=40(B)K=40(13)S=66(B)T=41(B)U=40(B)V=40(B)W=40(B)X=40(B)Y=40(B)Z=40(B) 45)20th Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)list Parallel):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-C=-22,C-D=-328,D-F=-383,F-H=-337,I-P=-35 Herz:A-P=14,A-D=-16,D-F=-16 Concentrated Loads(lb) Vert:H=1350 0=375(B)C=1350 N=40(B)K=40(B)S=66(13)T=41(B)U=40(B)V=40(B)W=40(B)X=40(B)Y=40(B)Z=40(B) 46)21 st Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg-Int)2nd Parallel):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-C=-31,C-D=-337,D-F=-337,F-H=-392,I-P=-35 Herz:A-P=-4,A-D=-6,D-F=-6 Concentrated Loads(lb) Vert:H=1350 0=375(B)C=1350 N=40(B)K=40(B)S=66(B)T=41(B)U=40(B)V=40(B)W=40(B)X=40(B)Y=40(B)Z=40(B) 47)221 id UI ibdl.Dedd+0.75 3novu(unbal.)+0.75 Uninhab-,Attic Storage 1 0.75(0.0 MWFRG Wind(Neg.Int)2nd Parallel):Lumber Inerea3e-1.33,Plate Inereo3e=1.33 Uniform Loads(plf) Vert:A-U=-31,GU=-33/,D-F=-392,F-H=-337,I-P=-35 Herz:A-P=-4,A-D=-6,D-F=-6 Concentrated Loads(Ib) Vert:H=1350 0=375(B)C=1350 N=40(B)K=40(B)S=66(B)T=41(B)U=40(B)V=40(B)W=40(B)X=40(B)Y=40(B)Z=40(B) 48)23rd Unbal.Dead+Minimum Snow+Parallel:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-C=41,C-D=-391,D-F=-391,F-H=-464,I-P=-20 Concentrated Loads(Ib) Vert:0=-2565(B)N=-537(B)K=-537(B)S=-707(B)T=-537(B)U=-537(B)V=-537(B)W=-537(B)X=-537(B)Y=-537(B)Z=-537(B) 49) 24th Unbal.Dead+Minimum Snow+Parallel:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-C=-41,C-D=-391,D-F=-464,F-H=-391,I-P=-20 Concentrated Loads(lb) Vert:0=-2565(B)N=-537(B)K=-537(B)S=-707(B)T=-537(B)U=-537(B)V=-537(B)W=-537(B)X=-537(B)Y=-537(B) Z=-537(B) 54) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-C=21,C-D=-154,D-F=-154,F-H=-154,I-P=-10 Herz:A-P=12.A-D=-29,D-F=-29 Concentrated Loads(lb) Vert:H=1800 0=115(6)C=1800 N=-227(B)K=-227(B)S=-283(B)T=-228(B)U=-227(B)V=-227(B)W=-227(B)X=-227(B) Y=-227(B)Z=-227(B) 55) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-C=8,C-D=-167,D-F=-163,F-H=-154,I-P=-10 Herz:A-P=-15,A-D=-17,D-F=-20 Concentrated Loads(lb) Vert:H=1800 0=115(B)C=1800 N=-227(B)K=-227(B)S=-283(B)T=-228(B)U=-227(B)V=-227(B)W=-227(B)X=-227(B) Y=-227(B)Z=-227(B) 56) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-C=-5,C-D=-180,D-F=-180,F-H=-180,I-P=-20 Herz:A-P=20,A-D=-21,D-F=-21 Concentrated Loads(lb) Vert:H=1800 0=125(13)C=1800 N=-217(B)K=-217(6)S=-273(B)T=-218(B)U=-217(B)V=-217(B)W=-217(B)X=-217(B) Y=-217(B)Z=-217(B) 57) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.33,Plate Increase=1.33 Confinued on Dacia 6 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. *� Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability or design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the IabtiWtion,storaga.delivery,erection and bracing of trusses and trims systems,see ANWMI quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA22314. Bradford,ON,L3Z 3G7 �JDb Truss Truss Type Qly Ply ILIA-PAC-3905 172nd St NE-Arlington-WA I U1351178 25191 C1 HALF HIP GIRDER 1 _ _Job Reference(optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:59:04 2019 Page 6 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-mTOjCtrXQ6uULoGojCdOlxHal oZdpFBjYUPXPkz7Kg5 LOAD CASE(S) Standard Uniform Loads(plf) Vert:A-C=-18,C-D=-193,D-F=-189,F-H=-180,I-P=-20 Horz:A-P=-7,A-D=-8,D-F=-12 Concentrated Loads(lb) Vert:H=1800 C=125(B)C=1800 N=-217(B)K=-217(B)S=-273(B)T=-218(B)U=-217(B)V=-217(B)W=-217(B)X=-217(B)Y=-217(B)Z=-217(B) 58) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)1 st Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-C=21,C-D=-154,D-F=-154,F-H=-167,I-P=-10 Horz:A-P=10,A-D=-29,D-F=-29 Concentrated Loads(lb) Vert:H=1800 0=115(B)C=1800 N=-227(B)K=-227(B)S=-283(B)T=-228(B)U=-227(B)V=-227(B)W=-227(B)X=-227(B)Y=-227(B)Z=-227(B) 59) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-C=8,C-D=-167,D-F=-167,F-H=-167,I-P=-10 Horz:A-P=-14,A-D=-17,D-F=-17 Concentrated Loads(lb) Vert:H=1800 0=115(B)C=1800 N=-227(B)K=-227(B)S=-283(B)T=-228(B)U=-227(B)V=-227(B)W=-227(B)X=-227(B)Y=-227(B)Z=-227(B) 60) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-C=21,C-D=-154,D-F=-154,F-H=-167,I-P=-10 Horz:A-P=10,A-D=-29,D-F=-29 Concentrated Loads(Ib) Vert:H=1800 0=115(B)C=1800 N=-227(B)K=-227(B)S=-283(B)T=-228(B)U=-227(B)V=-227(B)W=-227(B)X=-227(B)Y=-227(B)Z=-227(B) 61) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-C=8,C-D=-167,D-F=-167,F-H=-167,I-P=-10 Horz:A-P=-14,A-D=-17,D-F=-17 Concentrated Loads(lb) Vert:H=1800 0=115(B)C=1800 N=-227(B)K=-227(B)S=-263(B)T=-228(B)U=-227(B)V=-227(B)W=-227(B)X=-227(B)Y=-227(B)Z=-227(B) 62) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-C=-5,C-D=-180,D-F=-180,F-H=-193,I-P=-20 Horz:A-P=18,A-D=-21,D-F=-21 Concentrated Loads(lb) _ Vert:H=1800 0=125(B)C=1800 N=-217(B)K=-217(B)S=-273(B)T=-218(B)U=-217(B)V=-217(B)W=-217(B)X=-217(B)Y=-217(B)Z=-217(B) 63) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(pit) Vert:A-C=-18,C-D=-193,D-F=-193,F-H=-193,I-P=-20 Horz:A-P=-6,A-D=-8,D-F=-8 Concentrated Loads(lb) Vert:H=1800 0=125(B)C=1800 N=-217(B)K=-217(B)S=-273(B)T=-218(B)U=-217(B)V=-217(B)W=-217(B)X=-217(B)Y=-217(B)Z=-217(B) 64) Reversal:Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-C=-48,C-D=-354,D-F=-354,F-H=-354,I-P=-35 Horz:A-P=15,A-D=-16,D-F=-16 Concentrated Loads(lb) Vert:H=1350 C=-1006(B)C=1350 N=-438(B)K=-438(B)S=-542(B)T=-439(B)U=-438(B)V=-438(B)W=-438(B)X=-438(B)Y=-438(B)Z=-438(B) 65) Reversal:Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.33 ,Plate Increase=1.33 Uniform Loads(plf) Vert:A-C=-57,C-D=-364,D-F=-361,F-H=-354,I-P=-35 Horz:A-P=-5,A-D=-6,D-F=-9 Concentrated Loads(lb) Vert:H=1350 0=-1006(B)C=1350 N=-438(B)K=-438(B)S=-542(B)T=-439(B)U=-438(B)V=-438(B)W=-438(B)X=-438(B) Y=-438(B)Z=-438(B) 66) Reversal:Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(pit) Vert:A-C=-48,C-D=-354,D-F=-354,F-H=-364,I-P=-35 Horz:A-P=14,A-D=-16,D-F=-16 Concentrated Loads(lb) Vert:H=1350 0=-1006(B)C=1350 N=438(B)K=438(B)S=-542(B)T=-439(B)U=-438(B)V=-438(B)W=-438(B)X=-438(B) Y=-438(B)Z=-438(B) 67) Reversal:Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-C=-57,C-D=-364,D-F=-364,F-H=-364,I-P=-35 Horz:A-P=-4,A-D=-6,D-F=-6 Concentrated Loads(lb) Vert:H=1350 0=-1006(B)C=1350 N=-438(B)K=-438(B)S=-542(B)T=-439(B)U=-438(B)V=-438(B)W=-438(B)X=-438(B) Y=-438(B)Z=438(B) 68) Reversal:15th Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Left)+Parallel: Lumber Increase=1.33,Plate Increase=1.33 tied on nane 7 ®WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design va1M f?r use only with MiTek&connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss 6yst0m.Before use,the buill designer must verify the applicability of design parameters and property Momporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Qualify Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 ob Truss 1 russ Type Oty Ply JDA-PAC-3905172nd St NE-Arlinglon-WA U1351176 :25191 C1 HALF HIP GIRDER 1 3 ,Job Refere_nce_(OpUOnel) Alliance Truss (CA), Abbotsford,BC-V2S 7136, 8.310 s May 22 2019 MITek Industries,Inc. Tue Jun 11 13:59:04 2019 Page 7 I D:rCTm K6iuyDTtyZuzrFbeDzl USd-mTOjCtrXQ6uULoGojCdOl xHa 1 oZdpFBjYU PXPkz7Kg5 LOAD CASE(S) Standard Uniform Loads(plf) Vert:A-C=-22,C-D=-328,D-F=-328,F-H=-383,I-P=-35 Horz:A-P=15,A-D=-16,D-F=-16 Concentrated Loads(Ib) Vert:H=1350 0=-1006(B)C=1350 N=-438(B)K=438(B)S=-542(B)T=-439(B)U=-438(B)V=-438(B)W=-438(B)X=438(B)Y=-438(B)Z=438(B) 69)Reversal:16th Unbal.Dead+0,75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Left)+Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-C=-22,C-D=-328,D-F=-383,F-H=7328,I-P=-35 Horz:A-P=15,A-D=-16,D-F=-16 Concentrated Loads(lb) Veit:H=1350 C=-1006(B)C=1350 N=-436(B)K=-438(B)S=-542(B)T=-439(B)U=-438(B)V=-438(B)W=438(B)X=-438(B)Y=-438(B)Z=-438(B) 70)Reversal:17th Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Right)+Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-C=-31,C-D=-337,D-F=-335,F-H=-383,I-P=-35 Horz:A-P=-5,A-D=-6,D-F=-9 Concentrated Loads(lb) Vert:H=1350 0=-1006(B)C=1350 N=-438(B)K=-438(B)S=-542(B)T=-439(B)U=-438(B)V=-438(B)W=-438(B)X=-438(B)Y=-438(B)Z=-438(B) 71) Reversal:18th Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Right)+Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-C=-31,C-D=-337,D-F=-390,F-H=-328,I-P=-35 Horz:A-P=-5,A-D=-6,D-F=-9 Concentrated Loads(lb) Vert:H=1350 0=-1006(B)C=1350 N=438(B)K=438(B)S=-542(B)T=-439(B)U=-438(B)V=-438(B)W=438(B)X=438(B)Y=438(B)Z=438(B) 72) Reversal:19th Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-C=-22,C-D=-328,D-F=-328,F-H=-392,I-P=-35 Horz:A-P=14,A-D=-16,D-F=-16 Concentrated Loads(lb) Vert:H=1350 0=-1006(B)C=1350 N=43B(B)K=-438(B)S=-542(B)T=439(B)U=-438(B)V=-438(B)W=-438(B)X=-438(B)Y=-438(B)Z=-438(B) 73) Reversal:20th Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-C=-22,C-D=-328,D-F=-383,F-H=-337,I-P=-35 Horz:A-P=14,A-D=-16,D-F=-16 Concentrated Loads(Ib) Vert:H=1350 0=-1006(B)C=1350 N=-438(B)K=-438(B)S=-542(B)T=-439(B)U=-438(B)V=-438(B)W=-438(B)X=438(B)Y=438(B)Z=438(B) 74) Reversal:21st Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-C=-31,C-D=-337,D-F=-337,F-H=-392,I-P=-35 Horz:A-P=-4,A-D=-6,D-F=-6 Concentrated Loads(lb) Vert:H=1350 0=-1006(B)C=1350 N=-438(B)K=-438(B)S=-542(B)T=-439(B)U=-438(B)V=-438(B)W=-438(B)X=438(B)Y=438(B)Z=438(B) 75) Reversal:22nd Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel): Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-C=-31,C-D=-337,D-F=-392,F-H=-337,I-P=-35 Horz:A-P=-4,A-D=-6,D-F=-6 Concentrated Loads(Ib) Vert:H=1350 0=-1006(B)C=1350 N=438(B)K=-438(B)S=-542(B)T=-439(B)U=-438(B)V=438(B)W=438(B)X=-438(B) Y=-438(B)Z=-438(B) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTekO connectors.This design is based only upon parameters shown,and is for an individual building component,not _• a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage- For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS1fFPI1 Qualify Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314, Bradford,ON,L3Z 3G7 :Job Truss Trues Type 04 Ply nuA-PAC-3905 172nd St NE-Arlington-WA U1353016 25191 C2 Half Hip 1 I 1 I Jab ReferenN�Uonal Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s Jun 11 2019 MiTek Industries,Inc. Wed Jun 26 16:57:37 2019 Page 1 I D:rCTmK6i uyDTt_yZuzrFbeDzl U Sd-Abb8cOhkgky7Va6a2n000HtYLkrjNckRkj PXGgz2Loi 4-4-13 8.4-14 13.2-1 17.11.4 22-11-8 441.13 4-0-2 4-9-3 4-9-3 �54).4� Scale=1:3R1 5x6 = 2x4 11 4.12 F12 E 3x7 = N 4x6 I , L 0.25 11z D.r'�` _ 5xs = \� _ --- J I H K 46 = 410 = 3x5 = 44 = G 3x4 = 8.4-14 15 10.1 22-11-8 } 8-4-14 7-5-3 1 7-1.8 Plate Offsets(X,Y) [A:0-2.4,0-1$jr[8;0.3-12,a1-B11C:a 0-2_12A,_D 0�1$_,0-2.91,[E:0.3.0,0-1-121,[F:Edge,O-2-8],-(C3:0-1-12,01-8Jr.[(i:0-2-0,0-1-8],[J 030-_�01.8]^ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) IAefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.86 Vert(LL) -0.27 H-J >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.97 Vert(CT) -0.52 J-K >525 180 TCDL 1 .0 BCLL 0 Rep Stress Incr YES WB 0.88 Horz(CT) 0.07 G n/a n/a BCDL 10.0 • Code IBC2015/TP12014 Matrix-MS Weight:91 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-1-2 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals,and 2-0-0 oc purlins(6-0-0 max.):A-L,E-F. WEBS 2x3 SPF No.2"Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. K-L:2x6 SPF No.2,B-K,E-G:2x4 SPF No.2 WEBS 1 Row at midpt E-G REACTIONS. (Iblsize) K=1086/0-5-8,G=1086/Mechanical Max Horz K=174(LC 11) Max Uplift K=-119(LC 10),G=-124(LC 10) Max Grav K=1114(LC 2).G=1118(LC 39) FORCES. (lb)-Max.Comp./Max.Ten,-All forces 250(lb)or less except when shown. TOP CHORD A-B=-268/193,B-C=-3980/491,C-D=-4353/568,D-E=-1644/194,F-G=-270/48 BOT CHORD J-K=-588/2523,H-J=-349/2239;G-H=-155/987 WEBS B-K=-2529/401,B-J=-96/1642,C-J=-1577/258,D-J=-312/2299,D-H=-1200/232, E-H=-111/1246,E-G=-1361/216 NOTES- 1)Wind:ASCE 7-10;Vult=l1Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. S ,AS 8)Refer to girder(s)for truss to truss connections. 0 /1, 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 119 lb uplift at joint K and 124 lb uplift at joint G. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 39586 SS�n VA L, UN� June 26,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev,10/03/2015 BEFORE USE. Design valid for use only with MiTek@)connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSh7Pl1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Streel,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 t 'Job Truss i i uss Type Qty Ply IDA-PAC-3905 172nd St NE-Adington-WA U1353017 '25191 C3 'Half Hip 1 1 _ i __Job Reference opt oval) Alliance Truss (CA), Abbotsford.BC-V2S 7P6, 8,310 s Jun 112019 MiTek Industries,Inc. Wed Jun 26 16:57:38 2019 Page 1 I D:rCTm K6iuyDTtyZuzrFbeDzl USd-en9 Wgki M R 14_7khmcVxfYVQnu8Ap63?azN85ocz2Loh 4-4-13 8-4-14 14-2-1 19-11-4 22-11-8 4-4-13 4-0-2 5-9-3 5-9-3 3-0-4 Scale=1:39.1 5x6 = 1.5x4 O E F 4.12 712 -� 3x5 = 4x5 D � L 0.25 TT N t 5x6 B I J I H K`4x6 = 3x5 = 4x4 = G 4x10 = 3x4 = 84-14 i 15.7-12 22-11-8 8-4-14 7-2-14 7-3-12 Plate Offsets(X.Y)n [A:0.2-4,0.1-8],-.[B_:0.3-12,0-_1-8],U :00.2_12,0 2 12] [D 0-1-12,0-1-8},_[E"-0,0-1_-12],[H:0 1-8,0-1 8},[J:0-3-0.0-1A LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.62 Vert(LL) -0.29 J-K >935 240 MT20 1971144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.98 Vert(CT) -0.54 J-K >499 180 TCDL 13.0 Rep Stress Incr YES WB 0.88 Horz(CT) 0.07 G n/a n/a BCLL 10.0 BCDL 10.0 Code IBC2015ITP12014 Matrix-MS Weight:93 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-7-3 oc purlins, C-E:2x4 SPF 2100F 1.8E except end verticals,and 2-0-0 oc purlins(6-0-0 max.):A-L,E-F. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2*Except* K-L:2x6 SPF No.2,B-K,E-G:2x4 SPF No,2 REACTIONS. (lb/size) K=1086/0-5-8,G=1086/Mechanical Max Horz K=187(LC 11) Max Uplift K=-115(LC 10).G=-128(LC 10) Max Grav K=1114(LC 2),G=1212(LC 33) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-270/192,B-C=-4077/473,C-D=-4469/555,D-E=-1846/210 BOT CHORD J-K=-598/2519,H-J=-318/2135,G-H=-99/609 WEBS B-K=-2524/389,B-J=-90/1693,C-J=-1669/263,D-J=-346/2464,D-H=-1233/248, E-H=-192/1671,E-G=-1280/212 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. , F WA. 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 1• 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 115 lb uplift at joint K and 128 lb uplift at 2 joint G. — 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 395SG June 26,2019 AWARNING-Verify design parareters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MR-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek(R)connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 'Tek• is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 1 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314, Bradford,ON,L3Z 3G7 lJOb fiuss �yp- ��� Qty�� lyP IDA-PAC-3905 172nd St NE-Arlington-WA IC4 Half H U1353018 II Job Reference(0p#gn8!) _ Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s Jun 112019 MiTek Industries,Ino, Wed Jun 26 16:57:53 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-igZBzsumversQ1 Kf_BiBffYKTBOx7dnQDHOgEz2LoS 1 4-4-13 1 8-4-14 15-2-1 21-114 22-11-8. 44-13 4-0-2 6-9-3 6-9-3 1-0-4 Scale=1:44.4 5x10 MT18HS = 1,5x4 I I E F 4.12:12 3x5 I I III 3x7 = ' 0.25 12 N 4x7 o 3x8 o A B C `� t J H K 4x6 = G 3x6 = 4xl0 MT1811S = 4x8 11 4x5 I B4-14 15-2-1 a 22-11-8 8-4-14 6-9-3 7-9-7 Plate Offsets.t� -.toO-2-4&149J )M.a a [E:o4 -.31rM04-_1o44 Z,0 2[ 0 . 1 -0o-± LOADING (psf) SPACING- 2-0-0 I CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.66 Vert(LL) -0.25 J-K >999 240 MT20 197/144 (Roof Snow=2 13. Lumber DOL 1.15 BC 0.62 Vert(CT) -0.47 J-K >581 180 MT16HS 197/144 TCDL 13.0 Rep Stress Incr YES WB 0.88 Horz(CT) 0.08 G n/a n/a _ BCLL 10.0 BCDL 10.0 Code IBC2015ITP12014 Matrix-MS Weight:98 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-7-15 oc purlins, C-E:2x4 SPF 2100F 1,8E except end verticals,and 2-0-0 oc purlins(6-0-0 max.):A-L,E-F. BOT CHORD 2x4 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x3 SPF No.2`Except* WEBS 1 Row at midpt C-H,D-G K-L:2x6 SPF No.2,B-K,C-H,D-G:2x4 SPF No.2 REACTIONS. (lb/size) K=1086/0-5-8,G=lD86/Mechanical Max Horz K=201(LC 11) Max Uplift K=-110(LC 10).G=-139(LC 14) Max Grav K=1114(LC 2),G=1346(LC 33) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-B=-275/192,B-C=-4146/455,C-D=-2141/179 BOT CHORD J-K=-605/2511.H-J=-607/4169,G-H=-273/1954 WEBS B-K=-2518/372,B-J=-87/1750,C-J=-491/110,C-H=-2333/342,D-H=0/813,D-G=-2099/286, E-G=-507/129 NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Nti GAI?, 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �� �'9 AS/ will fit between the bottom chord and any other members,with BCDL=10.Opsf. C�� 8)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9)Refer to girder(s)for truss to truss connections. 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) — K=110,G=139. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord- 3)1, > _ June 26,2019 A WARNING-Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. I Design valid for use only with MiTek@)connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system-Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall pp/�; building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only.Additional temporary and permanent bracing iTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the IYI fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?P11 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,1-3Z 3G7 IJob frus5 Truss Type City iply 1. .-PAC-3905 172nd St NE-Arlington-WA I U1353019 25191 :06 Monopltah 2i t _ I Job Reference(optional) Alliance Truss (CA). Abbotsford,SC-V2$7P6. 8.310 s Jun 11 2019 MiTek Industries,Inc. Wed Jun 26 16:57:54 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl U Sd-As6ZBCuOgy5j2BvrYsDQCt5T6bj7sObxetOxMgz2LoR 4-0-3 I 8-4-14 15-10-6 22-11-7 i 4-0-3 4-4-11 7-5-8 7-1-1 2&alg=1:39.7 E f 4.12 F12 3x4 % 3x7 = D i i 1 0.25 3 - 5x6 x4 B C H G J 3x5 = ( 3x4 = 3x4 = F 3x4 = 3x4 = 5-" 14.315 22-11-7 5-9-4 8-6-11 8-7-9 Plate offsets KY-[A-0-2-0-at-a1,[C:0� 2-121,.1J:a2-4&1A LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.79 Vert(LL) -0.15 F-G >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.68 Vert(CT) -0.30 F-G >688 180 TCDL 13.0 Rep Stress Incr YES WB 0.46 Horz(CT) 0.02 F n/a n/a BCLL 10.0 * Code IBC2015/TP12014 Matrix-MS Weight:89 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-2 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. J-K:2x6 SPF No.2,D-F:2x4 SPF No.2 WEBS 1 Row at midpt D-F REACTIONS. (lb/size) J=66/0-5-8,F=755/Mechanical,1=1351/0-5-8 Max Horz J=21 O(LC 11) Max Uplift J=-23(LC 10).F=-113(LC 14).1=-169(LC 14) Max Grav J=123(LC 27),F=776(LC 3),1=1420(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-C=-252/727,C-D=-1045/25 BOT CHORD I-J=-271/6,G-1=-169/637,F-G=-171/832 WEBS B-J=-217/287,B-1=-699/257,C-1=-1579/259,C-G=0/317,D-G=0/333,D-F=-949/197 NOTES- 1)Wind:ASCE 7-10;Vu1t=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)All bearings are assumed to be SPF No.2 crushing.capacity of 425 psi. �~ C�A/t(•/ 8)Refer to girder(s)for truss to truss connections. 9 ASy�^ 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)J except Qt=lb) qF F=113,1=169. ai is Ci0 39586 V, GIST i:R' �. June 26,2019 ,&WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only,Additional temporary and permanent bracing Mi Iek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Qualify Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Streel,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss - Type ly i Ply IDA PAC-3905 172nd St NE-Arlington-WA U1353020 25191 1 C6 Roof Special I 1 i _ _ I Job Refererfoe_o !tonal) Alliance Truss (CA), Abbotsford.BC-V2S 7P6. 8.310 s Jun 11 2019 MiTek Industries,Inc. Wed Jun 26 16:57:56 2019 Page 1 I D:rCTmK6iuyDTt_yZuzrFbeDzIUSd-6FEJbuweBZMRHV3EgHGuHIAgaOOGKEkE6BV2RZz2LoP 4 4 13 i _ _8-4-14 I 14.8.10 21-0.10 27-0.8 4 1-13 4-0-2 6-1-11 B B-0 5.11-15 Scale=1:46.9 F 4.12 12 44 3x7 = 5x6 /r •\ L 0,25 3x12 = 5x6 J 1 H M N K G 4x7 = 412 = 4x7 = 4x4 = 3x6 = f 8.4-14 17.7-7 27-0-8 84-14 ' 9-2.9 9.5-1 Plate Offsets L J- [A'0-2.4,0-1-8J,:(B 0_5 8;_0-1-8),(C:0.2-6.0.30],[D:0-3-0,0-2.4]�[E:01-4 0-1-12� [F:0-2.0,0 O 8j,[G:0.2-12 01-8j,.[Fi;0-1-8,0-1_8],,[J:0.44,0-1-8]. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 13. Plate Grip DOL 1.15 TC 0.73 Vert(LL) -0.38 G-H >841 240 MT20 197/144 (Roof Snow=2 Lumber DOL 1.15 BC 0.70 Vert(CT) -0.69 H-J >467 180 BCLL 10.0 TCDL 3.0 Rep Stress Incr YES WB 0.74 Horz(CT) 0.08 G n/a n/a _ BCDL 10.0 Code IBC2015ITP12014 Matrix-MS Weight:113 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2"Except" TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, C-F:2x4 SPF 2100F 1.8E except end verticals, BOT CHORD 2x4 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 9-3-11 oc bracing. WEBS 2x4 SPF No.2"Except" WEBS 1 Row at midpt F-G,B-K,E-G K-L:2x6 SPF No.2,B-J,C-J,D-H,E-H:2x3 SPF No.2 REACTIONS. (lb/size) K=1280/0-5-8,G=1280/Mechanical Max Horz K=237(LC 11) Max Uplift K=-119(LC 10),G=-182(LC 14) Max Grav K=1381(LC 3).G=1396(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-B=-276/188,B-C=-5035/527,C-D=-5490/618,D-E=-2014/177 BOT CHORD J-K=-704/3241,H-J=437/2569,G-H=-199/1091 WEBS B-K=-3261/406,B-J=-109/1912,C-J=-1933/289,D-J=-364/3006,D-H=-1170/271, E-H=-120/1486,E-G=-1520/283 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)"This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide C•1�j�� will fit between the bottom chord and any other members,with BCDL=1 O.Opsf. WA.S/ J 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8)Refer to girder(s)for truss to truss connections. 9) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except Qt=lb) w K=119,G=182. 395SG (its I-j-. June 26,2019 Now- AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1-7473 rev.10/03/2015 BEFORE USE, R Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall +' I building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing Mi h is always required for stability and to pea ant collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing Of trusses and VON systems,see ANS17Pi1 quality Criteria,DSO-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Streel,Suite 312,Alexandria,VA 22314, Bradford,ON,L3Z 3G7 Job Truss Truss Type !Ply L 1AC-3905 172nd St NE-Arlington-WA U1353021 25191 C7 Roof Special 2 1 Job iReference(optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s Jun 11 2019 MiTek Industries,Inc. Wed Jun 26 16:57:58 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-2eM4OZxvjBc9WoDcnilMMjFAOC45o7iWZU 9VSz2LoN - 13 8�4-14 14-6-10 20-9-111 27.0-8 , 30.30 d- 413 44-2 6.1-11 l 6.32 F 6-2.13 3-2-8 4.12 12 Scale 3x4 I I G i 4x4 4x6 F E 3x7 = 4x7 0.25 �12 D/� % \� � ck'N 3xl e2 = O O \-.\ I ' I � i . -'- - L K J P Q I M 40 = 4x12 = 4x5 = 4x4 = 5x6 = 8-4-14 18.1-1 27.0-8 84-14 94-3 8-11-7 Plate Offsets(X,Y)- 1A:0-2110.1-8.R0-5-8.0-14 [C:0.2-8k3-Q1.[D Q-3-8,01-8],[E 0-3-0,EdgeL[F:0 1-0 0-2-0 1:03-0 0-2-12,[J 0-1-8,0-1-6),[L-0.4-8,M1-8j LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.71 Vert(LL) -0.36 J-L >897 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0,68 Vert(CT) -0.71 J-L 1449 180 TCDL 13.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.07 1 n/a n/a BCLL BCDL 10.0 Code IBC2015/TPI2014 I Matrix-MS I Weight:124 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2"Except" TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, A-C:2x4 SPF No.2,C-E:2x4 SPF 210OF 1.8E except end verticals. BOT CHORD 2x4 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 94-6 oc bracing. WEBS 2x4 SPF No.2"Except" WEBS 1 Row at midpt G-1,B-M,F-I M-N:2x6 SPF No.2,B-L,C-L,D-J,F-J:2x3 SPF No.2 REACTIONS. (lb/size) M=1264/0-5-8,1=1551/Mechanical Max Holz M=270(LC 11) Max Uplift M=-107(LC 10),1=-249(LC 14) Max Grav M=1318(LC 3),1=1603(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown, TOP CHORD A-B=-270/188,B-C=-4876/454,C-D=-5318/539,D-F=-1830/112,G-1=-617/279 BOT CHORD L-M=-693/3104,J-L=-416/2457,I-J=-184/1087 WEBS B-M=-3127/323,B-L=41/1888,C-L=-1874/267,D-L=-336/2947,D-J=-1162/268, F-J=-99/1356,F-1=-1476/257 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat 11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. ")('14 GAR(, 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1 `VA �� 7)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide U1 7j�r will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9)Refer to girder(s)for truss to truss connections. - 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Ot=lb) M=107,1=249. r , 39586 r �jISTOLN June 26,2019 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek@ connectors.This design is based only upon parameters shown,and is for an individual building component,not • a truss system.Before use,the building designer must verify the applicability or design parameters and properly incorporate[his design into the overall I` building design. Bracing indicaled is to prevent buckling or individual truss web and/or chord members only,Additional temporary and permanent bracing MiT®k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss syslems,see ANSI?loll Quality Crlterla,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N,Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 [Job Ttu" As Type QIy Ply 4DA-PAC-3905172nd St NE-Arlington-WA U1351185 25191 1CB !Half Hip Girder 2 1 Jcb R818TBfIC@{0�1G0118� Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:00:01 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl U Sd-bRLGAMXI?d4OgZ71Zh816y8RXmASg5D5fri2vwz7KpC t 2-" 11-9-10 2-0-0 410 8 4-11.4 Scale=1:20.1 0.25 112 1.5x4 11 4x5 = 1.5x4 O 4x5 =1 A B C D I Y M 1 F 4x8 = J K E G 4x4 = 3x4 11 5-10-5 11-9-10 5-10-5 5-11-5 Plate Offsets(X,Y)-- [D:Edge,0-1-12],[E_Edge,0-2-B], LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.44 Vert(LL) -0.07 F >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.37 Vert(CT) -0.12 F >999 180 TCDL 13.0 Rep Stress Incr NO WB 0.45 Horz(CT) 0.01 E n/a n/a _ BCLL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:49 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SPF No.2 except end verticals,and 2-0-0 oc purlins(3-10-1 max.):B-D. WEBS 2x3 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. D-F:2x4 SPF No.2 REACTIONS. (lb/size) E=727/Mechanical,G=720/0-5-8 Max Horz G=-25(LC 10) Max Uplift E=-104(LC 9),G=-102(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-C=-1613/284,C-D=-1905/392,D-E=-583/142 BOT CHORD F-G=-196/817 WEBS B-G=-944/220,B-F=-101/879,C-F=-489/190,D-F=-377/1840 NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) (�` U.A f?C/ E=104,G=102. 1 9)Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 1� J�ti• 10) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)67 lb down and 23 lb up at 2-0-12,67 Ito down and 23 lb up at 4-0-12,67 lb down and 23 lb up at 6-0-12,and 67 lb down and 23 lb up at 8-0-12,and 67 lb 1 down and 23 lb up at 10-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. - 11) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-76,E-G=-20 Concentrated Loads(lb) Vert:F=-67(F)H=-67(F)1=-67(F)J=-67(F)K=-67(F) June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system,Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ` building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mire I:is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the Fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Streel,Suite 312,Alexandria,VA 22314. 100 Industrial Road Bradford,ON,1-3Z 3G7 Job )Tr4fa Truss Type Qty Ply 'PAC-3905 172nd St NE-Arlington-WA 1! � U1351186 25191 ICe Half Hip 2 1 Job Reference(optional) Alliance Truss (CA). Abbotsford,BC-V28 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:00:02 2019 Page 1 ID:rCTm K6iuyDTtyZuzrFbeDzl U Sd-3eveNiYwlxCF Iiix6Of_e9heoATRPZxFtV SbRNz7KpB 44),0 7-11-10 11.9.10 4-0-0 3-11-10 3-10-0 Scale=1:20.2 0.25 i12 4x4 = 3x4 = 1.5x4 II l A 3x5 = B C D LH — �- I �% I _ I � F E Q' 3x8 = 3x4 = 1.5x4 li 4-0-0 11-9-10 4-0-0 7-9-10 Plate_OHsets LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.1 13. 5 TC 0.28 Vert(LL) -0.10 E-F >999 240 MT20 197/144 (Roof Snow=2 Lumber DOL 1.15 BC 0.58 Vert(CT) -0.22 E-F >640 180 BCDL 13.0 Rep Stress Incr YES WB 0.42 Horz(CT) 0.01 E n/a n/a BCDL 10.0 BCDL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:39 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-8 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals,and 2-0-0 oc purlins(54-2 max.):B-D. WEBS 2x3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) G=557/0-5-8,E=557/Mechanical Max Horz G=-26(LC 10) Max Uplift G=-63(LC 8),E=-64(LC 9) Max Grav G=571(LC 2),E=571(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-G=-531/104,A-B=-1151/169,B-C=-11331163 BOT CHORD E-F=-227/970 WEBS A-F=-155/1171,B-F=-264/101,C-F=0/251,C-E=-982/250 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)G,E. S\)N� GARC/q 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. :NVIAS� 0 A,Ch rj ' 6ISTIC June 14,2019 WARNING-Verlly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.1010312015 BEFORE USE. Met Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPII Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,Road 3G7 Truss Type Qty iPly IIDA PAC-3W5 172nd S[NE-Arlinglon-WA C10 Monopitell Girder U1351187 — I 2 Job Reference(optional). (CA), Abbotsford.BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. TUG Jun 11 13:59:05 2019 Page 1 2-9-6 5-4-4I D:rCTm K6iuyDTtyZuzrFbeDzl USd-Egy5PDr9BQOLyyr_Hw8dr8gtl B_5Ymrsm884xAz7Kg4 2.9.6 6-6-8 -- 2 614 i 10 3-2-4 1 3-3-2 -3-2 _ Scale=1:19.9 0.25 12 3x6 = 5x6 = 2x4 II 3x6 = 3x6 II A B C D E II� G ts� 3xB - F H 4x5 = 5x6 = I 5J-4 11-9-10 5-4-4 Plate Offsets Kii_� [c.LOAa�-o o•2-i2l�.LE ea9e,o-a�s�,_ :Edgs.a3 0� - - - - TCLL (ps25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ltd PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.34 Vert(LL) -0.06 G >999 240 MT20 197/144 TCDL 13.0 Lumber DOL 1.15 BC 0.64 Vert(CT) -0.12 F-G >999 180 BCLL 10.0 Rep Stress Incr NO WB 0.48 Horz(CT) 0.04 F n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-MS Weight:93 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verlicais,and 2-0-0 oC purlins(6-0-0 max.):C-E. WEBS 2x3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) H=2585/0-5-8,F=2585/Mechanical Max Horz H=-24(LC 10) Max Uplift F=-847(LC B) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-H=-614/0,B-C=-5361/0,C-D=-5268/0,E-F=-674/1559 BOT CHORD G-H=0/3878,F-G=0/4238 WEBS B-H=-4227/0,B-G=0/1650,C-G=-1127/0,D-G=0/1131,D-F=-4516/0 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x3-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x3-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph:TCDL=4.2psF,BCDL=5.Opsf;h=36ft:Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone:cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category Il;Exp B;Partially Exp.;Ct=1,10 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �l; GAI?(,f 7)-This truss has been designed for alive load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide S R will fit belWeen the bottom chord and any other members,with BCDL=10.Opsf. 1(OVA. 77� 8)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. `t• C.• 9)Refer to girder(s)for truss to truss connections. 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) F=847. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1800 lb up at 11-8-6 on top chord. The design/selection of such connection device(s)is the responsibility of others. �i• k!crs•rt:k��, LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 S/0Al/AL,0 1 CenNnued on Qaae 2 June 14,2019 AWARNING-Ven ry dosrpn paranietwo and READ NOTES ON TINS AND INCLUDED MITEK REFERANCE PAGE Mil•7473 mv.10103/2015 BEFORE USE Design valid for use only with MIT"eonnado".This design Is based only upon pwomolers shown,and is for an Individual building component,not a truss system-Before use.the loading designer must verily the applicability of design parameWrs and property incorporate this design Into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary one Permanent bracing 6T L is always required for stability and to proverrut collapse with possible personal iupvry and property damage Fa general guidance regarding the I IQR- Ia Safety information rmaistorage,delivery,erection T and bracing of trusses and truss systems,see ANSI/TP/f Quality Criteria,OSB•89 and BCSI Building Component 100 Industrial Road Santry Inlormetlon available from Tmss Plata Institute,218 N.Lee Suee4 Suite 312,Alomndria,VA 22314. Bradford,ON,L3Z 3G7 ,Job Truss Truss Type Qty Ply •PAC 3905172nd St NE-ArlinglomWA 1. I25191 C10 Monopilch Girder 2 2 _ Job Reference(optionalZ_ Alliance Tnlss (CA), Abbotsftxd,BC-V2S 7P6, 8.310 s May 22 2019 M4 tT k Industries,Inc. Tue Jun 11 13:59:05 2019 Page 2 ID-.rCTmK6iuyDTlyZuzrFbeDzIUSd-Egy5PDr9BOOLyyr_Hw8dfBgtiB 5Ymrsm884uAz7Kg4 LOAD CASE(S) Standard Uniform Loads(plf) Vert:A-E=-426,F-H=-20 AWARNING-Verity design im fiaroren and READ NOTES ON THIS AND INCLUDED MTEK REFERANCE PAGE IAIL7473 rev.10103/2015 BEFORE USE ' Design valid fair use only with MiTalt�canneetors�This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the budding designer must vanly the applicability of design parameters and Property Incorporate this dosl,qn into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only.Additional temporary and permanent bracing M iTek' is always required for sbabosy and to prevent collapse with possible personal injury and property damage, For gannral guidance regarding the fabrication.storage.delivery,erection and bracing of tosses and truss systems,sae ANSYTPI1 Quality Crlteflo,OSB•89 and SCSI Building Component 100 Industrial Road Safety Information ava8eble from Truss Plato,Institute,218 N.Lee Street.Suite 312.Alexandria,VA 22314. Bradford,ON,UZ 3137 Job Tres s Type City Ply IDA-PAC-3905 172nd St NE-Arlington-WA U1351188 :25191 (C11 Monopltch 2 1 I1 Job Reference[opt0* Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:59:06 2019 Page 1 I D:rCTmK6iuyDTlyZuzrFbeDzIUSd-isWTdZsoyk8Ca6QBgdfsNMM3vbOnH Cj??oudUcz7Kg3 3-9_6 7-4-4 11-9-10 3.9.6 3-6-14 4-5.6 Scale=1:20.1 0.25 F12 3x4 = 4x4 — 2x4 II 1,5x4 11 B C D L F E 3x4 = G 3x4 = 3x4 = 5-11-10 11-9-10 51110 5-10-0 Plate Offsets(X Y)-- [D:Edge,0-2-8j LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) -0.04 F-G >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.42 Vert(CT) -0.09 F-G >999 180 BCDDL 13.0 • Rep Stress Incr YES WB 0.57 Horz(CT) 0.02 E n/a n/a _ BCDL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:39 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-13 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals,and 2-0-0 oc purlins(6-0-0 max.):C-D. WEBS 2x3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) G=556/0-5-8,E=556/Mechanical Max Horz G=-25(LC 10) Max Uplift G=-63(LC 8),E=-62(LC 8) Max Grav G=571(LC 2),E=571(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-11421160 BOT CHORD F-G=-213/984,E-F=-194/1030 WEBS B-G=-1008/213,C-E=-1030/197 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2pSf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=1 O.Opsf. 6)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)G,E. P GAR(-. 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. WAS39586 OA I' 4 sS��N A June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek@ conneclors�This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verily the applicabilily of design paramelers and properly incorporate this design into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only,Additional temporary and permanent bracing q B[Te y� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the I Vr 1 1 fabrication,storage,delivery,erection and bracing of trusses and truss syslems,see ANS11TPI1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 0ob truss Truss Type Qty -Ply L PAC-3905 172nd St NE-Arlington-WA U1351189 125191 C12 Monopitch 14 1Reference lional) khance Truss (CA), Abbotsford,BC-V2S 7126, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:59:06 2019 Page 1 I D:rCTm K6iuyDTt_yZuzrFbeDzl USd-is WTdZsoyk8Ca6QBgdfsN MM 1 SbR W H E 1?loud Ucz7Kg3 fr11.10 11.9.10 5-11-10 5-10-0 Scale=1:19,8 0.25 12 1.5x4 II 4x4 = B C A 44 = t' E D 4x8 F � 2x4 11 3x4 6.11-10 11.9.10 5-11-10 5.10-0 Plate Offsets CX Y [- 1-12,0-1-12),(C:0-2-0,0-1-1?1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.44 Vert(LL) -0.07 E-F >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.24 Vert(CT) -0.14 E-F >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.42 Horz(CT) 0.00 D n/a n/a BCLL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:39 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-10 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) F=556/0-5-8,D=556/Mechanical Max Herz F=25(LC 9) Max Uplift F=-62(LC 8).D=-62(LC 12) Max Grav F=571(LC 2),D=571(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-F=-491/121,A-B=-1309/238,B-C=-1244/214,C-D=-498/120 WEBS A-E=-224/1232,B-E=498/182,C-E=-211/1220 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Provide adequate drainage to prevent water pending. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 6)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)F,D. GARCl9 'A S/ � J 19586 SSf�NAGCN� June 14,2019 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only,Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 I Job Truss . J Type ty Pfy 11DA-PAC-3W5 172nd St NE-Arlington-WA U1351190 25191 C13 UIDNOP11CH GIRDER 1 3 ____ Job Reference(optional) 1 Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MITek Industries,Inc. Tue Jun 11 13:59:09 2019 Page 1 tD:tCTMKtliuyDTtyZuzrFbaDzIUSd-7RCcFaugEf WmRZ9iWmDZ7_WupHhUU5Shm814xz7Kg0 5-2.5 0.7-2 12-0-0 19-1-2 23 8.0 5-2-5 3-4-14 - 3-4-14 7-1-2 4-4-14 8x14 = 2x4 I Scale=1:46.7 E F 4-12 12 � j '•, 5x7 �i' �j •t o 0 3x4 3x4 m � � x o - N M L K J I S H T U '-- 4x12 MTIBHS 6x10 MT18H5 = 7x10 MT1BHS G 2x4 I = 2x4 11 7x10 MT16HS = 3x4 = 12xl2 = 6x10 MT18HS = 5-2-6 I 8-7-2 12-0-0 1b819 1912 236A 5-2-5 3 4 14 8+11A 3-8-13 3-4-4 4-4-14 Plate Offsets(X,Y)- 1A:91141Edge1 ID:0-2-8,0-141,(E.Q_6-12,0-2-12).[G:Edge,o-410-.0-s4,a24], :04.0,0.8-M LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.55 Vert(LL) -0.23 K-M >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 1 BC 0.92 Vert(CT) -0.42 K-M >660 180 MT18HS 197/144 TCDL 13.0 Rep Stress Incr NO WB 0.85 Horz(CT) 0.11 G n/a n/a BCDL 10.0 BCDL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:443 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF 210OF 1.8E*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, E-F:2x6 SPF No.2 except end verticals,and 2-0-0 oc purlins(6-0-0 max.):E-F. BOT CHORD 2x6 SPF 210OF 1.8E*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. J-L:2x10 DF SS WEBS 2x4 SPF No.2*Except* D-K:2x8 SPF 1950F 1,7E,E-I:2x4 SPF 210OF 1.8E REACTIONS. (lb/size) A=9544/0-5-8,G=10170/0-5-8 Max Horz A=189(LC 14) Max Uplift A=-143(LC 10),G=-1615(LC 10) Max Grav A=9869(LC 29),G=10325(LC 29) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-2 7341/1 7 3 2,B-C=-25111/2747,C-D=-22427/3592,D-E=-13319/2056 BOT CHORD A-N=-1688/25745,M-N=-1688/25745,K-M=-2644/23603,I-K=-3412/20967,H-1=-1020/6421, G-H=-1025/6465 WEBS B-N=0/348,B-M=-2564/0,C-M=0/1217,C-K=-3342/0,D-K=-339/10755,D-1=-12420/2094, E-1=-20 70/1 3 0 52,E-H=-218/1981,E-G=-11648/1846 NOTES- 1)3-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x6-2 rows staggered at 0-7-0 oc,2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-5-0 oc,2x10-5 rows staggered at 0-4-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc,2x8-4 rows staggered at 0-4-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply ions have dist ibute only 3)Wind:ASCtE 7-10;Vulbte110mph(3-second en provided rgust)Vasd 8d7mpheTCDLd as F4 2psff)BCDL=5 Opsfvise h 36ft1 Cat,11;Exp B;Enclosed; N~ CiA/ZC.J� MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for O� �ASINI members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 �<\ 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 f , 5)Unbalanced snow loads have been considered for this design. 6)Provide adequate drainage to prevent water ponding. 7)All plates are MT20 plates unless otherwise indicated. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ��i �9S - 1 \ will fit between the bottom chord and any other members,with BCDL=10.Opsf. �%• G/� 1^, 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. �s/UNAL� 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) A=143,G=1615. June 14,2019 Cnntinuad nn nano 2 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.1010312015 BEFORE USE Design valid for use only with Mrrek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ` �� building design, Bracing indicated is to prevent buckling or individual truss web and/or chord members only.Additional temporary and permanent bracing i Y I il`ek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss Truss Type 'Oly Ply PAC-3905 172nd St NE-Arlington-WA U1351190 i25191 C13 MONOPITCH GIRDER �1 3 Job Referenoo(op0 1 Alliance Truss (CA). Abbotsford.SC-V2S 7176. 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:59:09 2019 Page 2 I D:rCTm K6iuyDTtyZuzrFbeDzl USd-7RCcFaug EfW mRZ91 W mDZ?_W upHh U U 5Sh m614xz7KgO NOTES- 12)Load case(s)1,2,3,4,5,10,11,12,13,14,15,16,17,18,19,20,21,22,23,24,25,26,27,28,29,30,31,32,33,34,35,36,37,38,39,40,41,46,47,48,49,50,51. 52,53,54,55,56,57,58,59,60,61,62,63,64,65,66,67 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1800 lb up at 12-1-0 on top chord,and 8300 lb down and 1089 lb up at 12-0-0,1088 lb down and 155 lb up at 14-0-0,1197 lb down and 159 lb up at 16-0-0,1332 lb down and 164 lb up at 18-0-0,and 740 lb down and 132 lb up at 20-0-0 ,and 740 lb down and 132 lb up at 22-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-426,D-E=-76,E-F=-76,A-G=-20 Concentrated Loads(lb) Vert:K=-8300(F)1=-1197(F)J=-1076(F)S=-1332(F)T=-735(F)U=-735(F) 2)Dead+0.75 Snow(balanced)+0.75 Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-370,D-E=-64,E-F=-64,A-G=-35 Concentrated Loads(lb) Vert:K=-6343(F)D=1350 1=-1179(F)J=-1088(F)S=-1280(F)T=-740(F)U=-740(F) 3)Dead+0.75 Snow(Unbal.Left)+0.75 Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-370,D-R=-64,E-R=-67,E-F=-37,A-G=-35 Concentrated Loads(lb) Vert:K=-6343(F)D=1350 1=-1179(F)J=-1088(F)S=-1280(F)T=-740(F)U=-740(F) 4)Dead+0.75 Snow(Unbal.Right)+0.75 Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-344,D-E=-37,E-F=-80,A-G=-35 Concentrated Loads(lb) Vert:K=-6343(F)D=1350 1=-1179(F)J=-1088(F)S=-1280(F)T=-740(F)U=-740(F) 5)Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:A-D=-201,D-E=-26,E-F=-26,A-G=-40 Concentrated Loads(Ib) Vert:K=-4716(F)1=-711(F)J=-711(F)S=-71 1(F)T=-481(F)U=-481(F) 10) Dead+0.6 MWFRS Wind(Pas.Internal)Left:Lumber Increase=1,33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D==154,D-E=21,E-17=21,A-G=-10 Harz:A-E=-29 Concentrated Loads(lb) Vert:K=1079(F)D=1800 1=149(F)J=145(F)S=154(F)T=122(F)U=122(F) 11) Dead+0.6 MWFRS Wind(Pas.Internal)Right:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-163,D-E=12,E-F=21,A-G=-10 Harz:A-E=-20 Concentrated Loads(lb) Vert:K=1079(F)D=1800 1=149(F)J=145(F)S=154(F)T=122(F)U=122(F) 12) Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-180,D-E=-5,E-F=-5,A-G=-20 Harz:A-E=-21 Concentrated Loads(lb) Vert:K=1089(F)D=1800 1=159(F)J=155(F)S=164(F)T=132(F)U=132(F) 13) Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-189,D-E=-14,E-F=-5,A-G=-20 Harz:A-E=-12 Concentrated Loads(lb) Vert:K=1089(F)D=1800 1=159(F)J=155(F)S=164(F)T=132(F)U=132(F) 14)Dead+0.6 MWFRS Wind(Pas.Internal)1 st Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-154,D-E=21,E-F=8,A-G=-10 Harz:A-E=-29 Concentrated Loads(lb) Vert:K=1079(F)D=1800 1=149(F)J=145(F)S=154(F)T=122(F)U=122(F) 15) Dead+0.6 MWFRS Wind(Pas.Internal)2nd Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-167,D-E=8,E-F=8,A-G=-10 Harz:A-E=-17 Concentrated Loads(Ib) Vert:K=1079(F)D=1800 1=149(F)J=145(F)S=154(F)T=122(F)U=122(F) 16) Dead+0.6 MWFRS Wind(Pas.Internal)3rd Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-154,D-E=21,E-F=8,A-G=-10 Harz:A-E=-29 Concentrated Loads(Ib) Vert:K=1079(F)D=1800 1=149(F)J=145(F)S=1 54(F)T=122(F)U=122(F) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling or individual truss web and/or chord members only.Additional temporary and permanent bracing T �k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Mi 1 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 Qualify Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 fJlob Ttu61 Type aty Ply dDA-PAC-3905 172nd St NE-Arlington-WA U1351190 128191 C13 MONOPITCH GIRDER 1 3 ,Job Refereftoe(option, Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:59:09 2019 Page 3 ID:rCTmK61uyDTtyZuzrFbe Dz IU Sd-7RCcFaugElWm RZ91W mDZ4_W u pHhU U5Shm614 xz7Kg0 LOAD CASE(S) Standard 17) Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-167,D-E=B,E-F=8,A-G=-10 Horz:A-E=-17 Concentrated Loads(lb) Vert:K=1079(F)D=1800 1=149(F)J=145(F)S=1 54(F)T=122(F)U=122(F) 18) Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-180,D-E=-5,E-F=-18,A-G=-20 Horz:A-E=-21 Concentrated Loads(lb) Vert:K=1089(F)D=18001=159(F)J=155(F)S=164(F)T=1 32(F)U=132(F) 19) Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-193,D-E=-18,E-F=-18,A-G=-20 Horz:A-E=-8 Concentrated Loads(lb) Vert:K=1 089(F)D=1 800 1=1 59(F)J=1 55(F)S=1 64(F)T=1 32(F)U=132(F) 20) Dead+Snow(Unbal.Left):Lumber Increase=1,15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-426,D-R=-76,E-R=-80,E-F=-41,A-G=-20 Concentrated Loads(lb) Vert:K=-8300(F)1=-1197(F)J=-1076(F)S=-1332(F)T=-735(F)U=-735(F) 21) Dead+Snow(Unbal.Right):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-391,D-E=-41,E-F=-97,A-G=-20 Concentrated Loads(lb) Vert:K=-8300(F)1=-1197(F)J=-1076(F)S=-1332(F)T=-735(F)U=-735(F) 22) Dead+Uninhabitable Attic Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:A-D=-201,D-E=-26,E-F=-26,A-G=-40 Concentrated Loads(lb) Vert:K=-4716(F)1=-711(F)J=-711(F)S=-71 1(F)T=-481(F)U=-481(F) 23) Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-354,D-E=-48,E-F=-48,A-G=-35 Horz:A-E=-16 Concentrated Loads(lb) Vert:K=107(F)D=1350 1=72(F)J=69(F)S=76(F)T=67(F)U=67(F) 24) Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-361,D-E=-55,E-F=-48,A-G=-35 Horz:A-E=-9 Concentrated Loads(lb) Vert:K=107(F)D=1350 1=72(F)J=69(F)S=76(F)T=67(F)U=67(F) 25) Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)1 st Parallel):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-354,D-E=-48,E-F=-57,A-G=-35 Horz:A-E=-16 Concentrated Loads(lb) Vert:K=107(F)D=1350 1=72(F)J=69(F)S=76(F)T=67(F)U=67(F) 26) Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads(pIf] Vert:A-D=-364,D-E=-57,E-F=-57,A-G=-35 Horz:A-E=-6 Concentrated Loads(lb) Vert:K=107(F)D=1 350 1=72(F)J=69(F)S=76(F)T=67(F)U=67(F) 27) Dead+Minimum Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-376,D-E=-26,E-F=-66,A-G=-20 Concentrated Loads(lb) Vert:K=-8300(F)1=-1197(F)J=-1076(F)S=-1332(F)T=-735(F)U=-735(F) 28)3rd Unbal.Dead+Snow(balanced)+Parallel:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-391,D-E=-41,E-F=-114,A-G=-20 Concentrated Loads(lb) Vert:K=-8300(F)1=-1197(F)J=-1076(F)S=-1332(F)T=-735(F)U=-735(F) 29)4th Unbal.Dead+Snow(balanced)+Parallel:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-Q=-426,D-Q=-464,D-E=-114,E-F=-41,A-G=-20 Concentrated Loads(lb) Vert:K=-8300(F)1=-1197(F)J=-1076(F)S=-1332(F)T=-735(F)U=-735(F) 30)5th Unbal.Dead+0.75 Snow(balanced)+0.75 Uninhab.Attic Storage+Parallel:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-344,D-E=-37,E-F=-92,A-G=-35 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1411-7473 rev.10/03/2015 BEFORE USE, ,■R Design valid for use only with MIToKl>connectors.This design is based only upon parameters sbovm,and rs tot an individual building component,not i a truss system.Before use,the building designer must verify the applicability of desfgrt pananelem and property incorporate this dowgn into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing FEE is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPH Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Streel,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 ;Job ffUS8 Twill Type City 10fy .PAC-3905 172nd St NE-Arlington-WA U1351190 25191 rC13 IMONOPITCH GIRDER 1 1 1 Job Reference(optional) Alliance Truss (CA). Abbotsford,SC-V2S?PG. 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:59:09 2019 Page 4 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-7RCcFaugEfW mRZ91 W m DZ?_W upHhU U5Sh m614xz7KgD LOAD CASE(S) Standard Concentrated Loads(lb) Vert:K=-6343(F)D=1350 1=-1179(F)J=-1088(F)S=-1280(F)T=-740(F)U=-740(F) 31)6th Unbal.Dead+0.75 Snow(balanced)+0.75 Uninhab.Attic Storage+Parallel:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-Q=-370,D-Q=-399,D-E=-92,E-F=-37,A-G=-35 Concentrated Loads(Ib) Vert:K=-6343(F)D=1350 1=-1179(F)J=-1088(F)S=-1280(F)T=-740(F)U=-740(F) 32)7th Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Left)+Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-326,D-E=-22,E-F=-77,A-G=-35 Horz:A-E=-16 Concentrated Loads(Ib) Vert:K=107(F)D=1350 1=72(F)J=69(F)S=76(F)T=67(F)U=67(F) 33)8th Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Left)+Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(pit) Vert:A-Q=-354,D-Q=-383,D-E=-77,E-F=-22,A-G=-35 Horz:A-E=-16 Concentrated Loads(Ib) Vert:K=107(F)D=1350 1=72(F)J=69(F)S=76(F)T=67(F)U=67(F) 34)9th Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Right)+Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-335,D-E=-29,E-F=-77,A-G=-35 Horz:A-E=-9 Concentrated Loads(lb) Vert:K=107(F)D=1350 1=72(F)J=69(F)S=76(F)T=67(F)U=67(F) 35) 10th Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Right)+Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(pit) Vert:A-Q=-361,D-Q=-390,D-E=-84,E-F=-22,A-G=-35 Horz:A-E=-9 Concentrated Loads(Ib) Vert:K=107(F)D=1350 1=72(F)J=69(F)S=76(F)T=67(F)U=67(F) 36) 11th Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-328,D-E=-22,E-F=-86,A-G=-35 Horz:A-E=-16 Concentrated Loodo(lb) Vert:K=107(F)D=1350 1=72(F)J=69(F)S=76(F)T=67(F)U=67(F) 37) 12th Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(piQ Vert:A-Q=-354,D-Q=-383,D-E=-77,E-F=-31,A-G=-35 Horz:A-E=-16 Concentrated Loads(lb) Vert:K=107(F)D=1350 1=72(F)J=69(F)S=76(F)T=67(F)U=67(F) 38) 13th Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-337,D-E=-31,E-F=-86,A-G=-35 Horz:A-E=-6 Concentrated Loads(lb) Vert:K=107(F)D=1350 1=72(F)J=69(F)S=76(F)T=67(F)U=67(F) 39) 14th Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab,Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-Q=-364,D-Q=-392,D-E=-86,E-F=-31,A-G=-35 Horz:A-E=-6 Concentrated Loads(lb) Vert:K=107(F)D=1350 1=72(F)J=69(F)S=76(F)T=67(F)U=67(F) 40) 15th Unbal.Dead+Minimum Snow+Parallel:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-391,D-E=41,E-F=-114,A-G=-20 Concentrated Loads(Ib) Vert:K=-8300(F)1=-1197(F)J=-1076(F)S=-1332(F)T=-735(F)U=-735(F) 41) 16th Unbal.Dead+Minimum Snow+Parallel:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-Q=-426,D-Q=-464,D-E=-114,E-17=41,A-G=-20 Concentrated Loads(Ib) Vert:K=-8300(F)1=-1197(F)J=-1076(F)S=-1332(F)T=-735(F)U=-735(F) 46) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-154,D-E=21,E-F=21,A-G=-10 Horz:A-E=-29 Concentrated Loads(lb) Vert:K=-1935(F)D=1800 1=-452(F)J=-453(F)S=-452(F)T=-308(F)U=-308(F) 47) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.33,Plate Increase=1.33 Continued on oaae-9 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. M Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 A ITN88 Type Cty Ply IIDA-PAC-3905 172nd St NE-Arlington-WA I U1351190 25191 tIC13 MONOPITCH GIRDER 1 I 1 3 1. ,.ferem�Ae Woral} Alliance Truss (CA), AbbotSi!Wd.BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:59:09 2019 Page 5 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-7RCcFaug EfW mRZ91 W m DZ?_W u pHh U U5Sh m614xz7Kg0 LOAD CASE(S) Standard Uniform Loads(plf) Vert:A-D=-163,D-E=12,E-F=21,A-G=-10 Horz:A-E=-20 Concentrated Loads(lb) Vert:K=-1935(F)D=1800 1=-452(F)J=-453(F)S=-452(F)T=-308(F)U=-308(F) 48) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-180,D-E=-5,E-F=-5,A-G=-20 Horz:A-E=-21 Concentrated Loads(Ib) Vert:K=-1925(F)D=1800 1=442(F)J=-443(F)S=442(F)T=-298(F)U=-298(F) 49) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(pig Vert:A-D=-189,D-E=-14,E-F=-5,A-G=-20 Horz:A-E=-12 Concentrated Loads(lb) Vert:K=-1925(F)D=1800 1=-442(F)J=443(F)S=-442(F)T=-298(F)U=-298(F) 50) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-154,D-E=21,E-F=8,A-G=-10 Horz:A-E=-29 Concentrated Loads(lb) Vert:K=-1935(F)D=1800 1=-452(F)J=-453(F)S=-452(F)T=-308(F)U=-308(F) 51) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(pig Vert:A-D=-167,D-E=8,E-F=8,A-G=-10 Horz:A-E=-17 Concentrated Loads(lb) Vert:K=-1935(F)D=1800 1=-452(F)J=453(F)S=452(F)T=-308(F)U=-308(F) 52) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-154,D-E=21,E-F=8,A-G=-10 Horz:A-E=-29 Concentrated Loads(Ib) _ Vert:K=-1935(F)D=1800 1=-452(F)J=-453(F)S=-452(F)T=-308(F)U=-308(F) 53) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(pig Vert:A-D=-167,D-E=8,E-F=8,A-G=-10 Horz:A-E=-17 Concentrated Loads(lb) Vert:K=-1935(F)D=1800 1=452(F)J=453(F)S=452(F)T=-308(F)U=-308(F) 54) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plo Vert:A-D=-180,D-E=-5,E-F=-18,A-G=-20 Horz:A-E=-21 Concentrated Loads(lb) Vert:K=-1925(F)D=1800 1=-442(F)J=443(F)S=442(F)T=-298(F)U=-298(F) 55) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-193,D-E=-18,E-F=-18,A-G=-20 Horz:A-E=-8 Concentrated Loads(lb) Vert:K=-1925(F)D=1800 1=-442(F)J=443(F)S=-442(F)T=-298(F)U=-298(F) 56) Reversal:Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads(pit] Vert:A-D=-354,D-E=-48,E-F=48,A-G=-35 Horz:A-E=-16 Concentrated Loads(lb) Vert:K=4928(F)D=1350 1=-961(F)J=-893(F)S=-1036(F)T=-604(F)U=-604(F) 57) Reversal:Dead+0.75 Snow(bal,)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.33 ,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-361,D-E=-55,E-F=-48,A-G=-35 Horz:A-E=-9 Concentrated Loads(lb) Vert:K=4928(F)D=1350 1=-961(F)J=-893(F)S=-1036(F)T=-604(F)U=-604(F) 58) Reversal:Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-354,D-E=-48,E-F=-57,A-G=-35 Horz:A-E=-16 Concentrated Loads(lb) Vert:K=-4928(F)D=1350 1=-961(F)J=-893(F)S=-1036(F)T=-604(F)U=-604(F) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1-7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not , a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design, Bracing indicaled is to prevent buckling of individual truss web andior chord members only.Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job (TNss Truss Type Qty Ply :PAC-3905 172nd St NE-Arlington-WA U1351190 � 25191 IC13 MONOPITCH GIRDER 3 Job Reference(optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8,310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:59:09 2019 Page 6 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-7RCcFaugEfW mRZ91W mDZ?_WupHhUU5Shm614xz7Kg0 LOAD CASE(S) Standard 59) Reversal:Dead+0,75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-364,D-E=-57,E-F=-57,A-G=-35 Horz:A-E=-6 Concentrated Loads(lb) Vert:K=-4928(F)D=1350 1=-961(F)J=-893(F)S=-1036(F)T=-604(F)U=-604(F) 60) Reversal:7th Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Left)+Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-328,D-E=-22,E-F=-77,A-G=-35 Horz:A-E=-16 Concentrated Loads(lb) Vert:K=4928(F)D=1350 1=-961(F)J=-893(F)S=-1036(F)T=-604(F)U=-604(F) 61) Reversal:8th Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Left)+Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-Q=-354,D-Q=-383,D-E=-77,E-F=-22,A-G=-35 Horz:A-E=-16 Concentrated Loads(Ib) Vert:K=4928(F)D=1350 1=-961(F)J=-893(F)S=-1036(F)T=-604(F)U=-604(F) 62) Reversal:9th Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Right)+Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-335,D-E=-29,E-F=-77,A-G=-35 Horz:A-E=-9 Concentrated Loads(lb) Vert:K=4928(F)D=1350 1=-961(F)J=-893(F)S=-1036(F)T=-604(F)U=-604(F) 63) Reversal:10th Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Right)+Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-Q=-361,D-Q=-390,D-E=-84,E-F=-22,A-G=-35 Horz:A-E=-9 Concentrated Loads(lb) Vert:K--4928(F)D-1350 1--961(F)J--893(F)S--1036(F)T--604(F)U 604(1`) 64) Reversal:11th Unbal.Dead+0.75 Snow(unbal.)+0,75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-328,D-E=-22,E-F=-86,A-G=-35 Horz:A-E=-16 Concentrated Loads(Ib) Vert:K=-4928(F)D=1350 1=-961(F)J=-893(F)S=-1036(F)T=-604(F)U=-604(F) 65) Reversal:12th Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab,Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-Q=-354,D-Q=-363,D-E=-77,E-F=-31,A-G=-35 Horz:A-E=-16 Concentrated Loads(lb) Vert:K=4928(F)D=1350 1=-961(F)J=-893(F)S=-1036(F)T=-604(F)U=-604(F) 66) Reversal:13th Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel): Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-337,D-E=-31,E-F=-86,A-G=-35 Horz:A-E=-6 Concentrated Loads(lb) Vert:K=4928(F)D=1350 1=-961(F)J=-893(F)S=-1036(F)T=-604(F)U=-604(F) 67) Reversal:14th Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel): Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-Q=-364,D-Q=-392,D-E=-86,E-F=-31,A-G=-35 Horz:A-E=-6 Concentrated Loads(lb) Vert:K=4928(F)D=1350 1=-961(F)J=-893(F)S=-1036(F)T=-604(F)U=-604(F) A WARNING-Verily design parameters and READ NO TES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1011.7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �'• a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the j fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSPTPl1 Quality Criteria,DSO-89 and SCSI Building Component 100 Industrial Road LSafety Information available from Truss Plate Institute,218 N,Lee Street,Suite 312,Alexandria,VA 22314, Bradford,ON,L3Z 3G7 Job Tntss �S Type Qty ;Ply ID-PAC-3905 172nd St NE-Arlington-WA U1353022 i25191 IC14 (GABLE 1 1 Llb Reference onal Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 6.510 s Jun 11 2019 MiTek Industries,Inc. Wed Jun 26 16:57:35 2019 Page 1 I D:rCTmK6iuyDTt_yZuzrFbe Dzl USd-DDTNBigT86i PGGyCxMOyxsoNZxN Hvu K8HPwRBHz2Lok 4-" 4-5-8 Scale=1:23.0 G 0.25 112 1.5x4 II 3x4 = 3xf =A B C Ll lqC� F E D 2x4 II 3x4 = 1.5x4 II I ftta gff$ets(x,Y�- to o-24 14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.07 Vert(CT) n/a n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 D n/a n/a _ BCLL 10.0 Code IBC2015/TP12014 Matrix-P Weight:21 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-8 oc purlins BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x6 SPF No.2*Except*. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. C-D:2x4 SPF No.2,C-E:2x3 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. (lb/size) F=99/4-5-8,D=80/4-5-8,E=213/4-5-8 Max Horz F=128(LC 11) Max Uplift F=-28(LC 8),D=-124(LC 9),E=-124(LC 8) Max Grav F=103(LC 20),D=155(LC 19),E=293(LC 20) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-B=-273/233,B-C=-271/236 BOT CHORD E-F=-264/314 WEBS C-E=-319/372 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 2-0-0 oc. P'� GARC��f 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i1. 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ,' _ �•�. will fit between the bottom chord and any other members,with BCDL=10.Opsf. 9)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 28 lb uplift at joint F,124 lb uplift at — joint D and 124 lb uplift at joint E. 39586 , ��/•! �r:GISTI,R�� C SS'/ON (- June 26,2019 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1411-7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTekO connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage- For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 IJob iTruss Truss Type f Oly Ply PAC-3905 172nd St NE-Arlington-WA U1353023 25191 V 5 Monopitch f 1 I Job Reference I Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s Jun 11 2019 MiTek Industries,Inc. Wed Jun 26 16:57:36 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-hP1 mP2g6vQgGuQXOV4vBT4LX4KijeLJHV3f_Jjz2Loj 4-" I 4-5-8 Scale=1:23.0 E 0.25 9 1.5x4 11 4x7 = B 1 1 1 �+ N 1 r \1 1 0 C 2x4 3x4 = 4-" 4-" Plate Otf891s�X.,�_[A"0 3 4,0-2 SJ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (IOC) I/dell Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.02 C-D >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.18 Vert(CT) -0.03 C-D >999 180 TCDL 13.0 Rep Stress Incr YES WR 0. BCDL 10.0 13 Horz(CT) -0.00 C n/a n/a BCDL 10.0 Cade IBC2015ITP12014 I Matrix-MP I Weight:20 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-8 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. D-E:2x6 SPF No.2 REACTIONS. (lb/size) D=198/0-5-8,C=198/0-5-8 Max Harz D=128(LC 11) Max Uplift D=-84(LC 6),C=-59(LC 9) Max Grav D=238(LC 20).C=217(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. BOT CHORD C-D=-323/291 WEBS A-C=-284/326 NOTES- 1)Wind:ASCE 7-10;VuIt=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat,11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 84 lb uplift at joint D and 59 lb uplift at joint C. S�Cam` GARC, NAL rC� June 26,2019 A WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,711-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing �e�• is always required forstability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Streel,Suite 312,Alexandria,VA 22314. Bradford,ON,1_3Z 3G7 job Tru55 �YPe �Oty Ply :PAC-3905 172nd St NE-Arlington-WA U1351193 125191 IC16 ;ComNwn 9 / ( ( Job Reterenoe toplion8l Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc, Tue Jun 11 13:59:11 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-3gJMg GwwmGmUgtJ8dAF 14P4gCc_tySbk94bO9gz7Kq_ 7=1-14 19 8d 1Q-ta10 26-3-0 30.8.0 7-1-14 a 6-4-6 6-" 4-" Scale=1:58.5 4.12 '112 5x6 = R F 44 _ 2x4 II 3x4 E D 3x4xx rn A \ I -�' N M L S T U V J 3x5 = 3x5 = 3x4 = 44 = 3x4 = 5x6 = 8.3-6 15-9-5 23-3-4 30-8-0 8.3-6 7-5.15 7.5.15 7.4-12 Plate Offsets(X,Y)-- [A:0-2.8,E4ge1,[C:0.1.4,0.1-BJ��E a1-,2,a2-oJ [F:0.2-12,0 2T8(„[G:0.2-14,0-0,8J.:(J_044q 3-0],LL_OT2�O,OT1-42J,[N;0-270 0-1 8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.69 Vert(LL) -0.19 N-Q >999 240 MT20 197/144 (Roof Snow=2 TCDL 13. Lumber DOL 1.15 BC 0.87 Vert(CT) -0.37 N-Q >753 180 BCLL 10.0 Rep Stress Incr YES WB 0.60 Horz(CT) 0.03 K n/a n/a BCDL 10.0 Code IBC2015/TP12014 I Matrix-MS Weight:125 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-1 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2"Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. E-K,F-K,G-J:2x4 SPF No.2 WEBS 1 Row at midpt E-K,F-K,G-J REACTIONS. (lb/size) A=866/0-5-8,K=2531/0-5-8,J=-452/Mechanical Max Horz A=238(LC 14) Max Uplift A=-59(LC 10),K=-301(LC 10),J=-563(LC 20) Max Grav A=893(LC 2),K=2785(LC 2),J=81(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-B=-1823/166,B-C=-1651/162,C-E=-434/27,E-F=-115/860,G-J=-261/54 BOT CHORD A-N=-350/1693,L-N=-1701692,J-K=-335/39 WEBS B-N=-526/178,C-N=-137/1076,C-L=-831/216,E-L=-138/1150,E-K=-1173/270, F-K=-1386/245,F-J=-91/830 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat 11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 6)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. [ti` GAR(./ 7)Refer to girder(s)for truss to truss connections. \\`A S/ 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)A except Qt=lb) ��\ K=301,J=563. 39586 O� WSTL•1Z\. ONAI—V" 1 June 14,2019 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not I. a truss system.Before use,the building designer must verily the applicability of design parameters and properly incorporate this design into the overall Awl' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS1/TPIi qualify Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,Road 3G7 40111 Truss ass Type Qty 'Ply -PAC-3905 172nd St NE-Arlington-WA U1351194 25191 C16A GABLE 1 1 _ I Jab Reference tonal Alliance Truss (CA), Abbotsford,BC-V2S 2f?8, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:59:14 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-TP?VI Iyp3B93XK 1 j lJoki2iGbq 169liBrl g319z7Kpx _ 26-3-0 30.8.0 26-3-0 4 b 0 7 4.12 -,12 47 = Scale=1:61.4 AU N O 3x4 M ---1 44 II 4x10 MT18HS i f 2x4 H�j E Q ft m D A —% I 47 w < 10 11 i1 C i'� I 47 6xl0 MT18HS 6 �' I 07 Z - �� 4x7 A 07 o 2x4 it 2x4 11 2x4,It V T S R O AG AF AE AD AC AB AA Z Y X W V U 3x4 =47 4x4 11 5x10 MT18HS = 3x4 = 2x4 2M-0 30.8.0 + 23-6-0 7-2-0 Plate Offsets(X.) — .Q!§4 Edgej..JL 0-",Edney jN:0.3-8,0-2-4]i*IQ_Edge.0-3-.81. AL ,0-1-12 00-0-o]r_LAD. o o:al-i 21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 1.00 Vert(LL) 0.19 R-S >460 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.77 Vert(CT) -0.20 R-S >444 180 MT18HS 197/144 TCDL 13.0 Rep Stress Incr YES WB 0.89 Horz(CT) -0.11 Q n/a n/a BCLL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:210 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2"Except` TOP CHORD Structural wood sheathing directly applied, except end verticals. A-J:2x4 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 3-0-13 oc bracing. BOT CHORD 2x4 SPF No.2"Except' WEBS 1 Row at midpt P-Q,N-S,O-R A-AD:2x6 SPF 210OF 1.8E,X-AD:2x4 SPF 210OF 1.8E JOINTS 1 Brace at Jt(s):AH WEBS 2x8 SPF 1950F 1.7E`Except' P-Q,L-S,B-AG:2x4 SPF No.2,AQ-AR:2x6 SPF No.2 OTHERS 2x4 SPF No,2 REACTIONS. All bearings 23-6-0 except Qt=length)Q=0-5-8,U=0-5-8. (Ib)- Max Herz A=276(LC 43) Max Uplift All uplift 100 lb or less at joint(s)W,Y,Z,AA,AB except Q=-196(LC 37), A=-3085(LC 36),V=-130(LC 38),AC=-277(LC 37),AE=-331(LC 44),AF=-200(LC 37),AG=-389(LC 44),U=-895(LC 45) Max Grav All reactions 250 lb or less at joint(s)Y,Z,AA,AB,AF except Q=392(LC 30),A=3213(LC 43),V=558(LC 27),W=252(LC 26),AC=382(LC 26),AE=443(LC 29), AG=670(LC 29),U=989(LC 56) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-B=-9990/9938,B-C=-9021/9051,C-D=-8404/8385,D-E=-7726/7722,E-F=-7047/7058, F-G==6368/6395,G-H=-5689/5731,H-1=-5010/5067,I-K=4331/4404,K-L=-3659/3746, L-M=-2699/2688,M-N=-2034/2051,N-O=-1391/1434,O-P=-764/766 BOT CHORD A-AG=-9193/9122,AF-AG=-7989/7919,AE-AF=-7180/7110,AC-AE=-6376/6226, AB-AC=-5562/5456,AA-AB=-4753/4682,Z-AA=-3944/3873,Y-Z=-3135/3064, W-Y=-2326/2255,V-W=-1517/1446,U-V=-708/637,T-U=-339/224,S-T=-339/224 WEBS N-S=-789/724,M-AH=-290/264,T-AH=-346/317,L-V=-863/553,L-AH=-503/769, S-AH=-550/814 NOTES- �1(WAS/ 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right Nr exposed;C-C for members and forces$MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 ;9586' w� 4)Unbalanced snow loads have been considered for this design. O k�,' L� 5)All plates are MT20 plates unless otherwise indicated. 6)All plates are 1.5x4 MT20 unless otherwise indicated. `sS/ON AI, 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide June 14,2019 be bodorn chord and any other members.with BC L=1 0.0 sf. A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse wilh possible personal injury and property damage. For general guidance regarding the ` fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?P11 Quality Criteria,DSB-89 and SCSI Building Component I 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss Type Qlg ,Ply JDA-PAC-3905 172nd St NE-Arlington-WA 25191 IC1 U13511946A (GABLE 1 1 _ _ I ob Reference(o�Uona_ Ij-__ Allianco Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MITek Industries,Inc— Tue Jun 11 13:59:14 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDZIUSd-TP?VIIyp3B93XK1jlJoki2iGbg169liBrl g3l9z7Kpx NOTES- 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)W,Y,Z,AA,AB except Qt=lb)0=196,A=3085,V=130, AC=277,AE=331,AF=200,AG=389,U=895. 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 23-6-0 for 404.5 plf. AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system-Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1 T KA ®k• ' fobricaton.storage,delivery,erection and bracing of trusses and IrM systems,see ANSUIP1l Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety information available Item Truss Plate Institute,218 N.Los Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 'Job "Truss Truss Type Oty Ply PAC-3905 172nd St NE-Arlington-WA U1351195 25191 C17 GABLE 1 1 1 1 _ I Job Reference(optional) Ali Truss (CA), Abbotsford,SC-V2S 7P6. 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:59:16 2019 Page 1 1 D:rCTmK6iuyDTtyZuzrFbeDzl U Sd-Qn7 Fjz_3boPnneB6QkrCnTnfQdlmdeg U I LJ 9p 1 z7Kpv 26-3-0 30-8-0 , 26.3-0 4 4x7 = Scale=1:65.8 4.12 12 4x4 M AKIJ 3x4 L P 3x10 II K �� 1 4x12 _ I � 1 H F \\\\ 3x7 II rL f7 O 10x12 = T S R O AF AE AD AC AB AA Z Y X W V U 3x5 = 3x4 II 4x10 = 5x10 MT18HS 11 3x4 = 23-6-0 y 30-8-0 _ 23.6-0 _ _ _ 7-2-0� Plate Offsets(X,Y)-- (A:0-0-2,Edge),(D:0.5.12,0.3-0),[G:0-5-11,Edge],(G:0-3-4,0-2-4j,[N:0-1-0,0-1-5],[N:0-3.8,0-2-4),[0:0-2-0,0.0.Oj,[P:0-2-0,0-0-2],[Q:0-2-0,0-0-0], [S:0.1-12.0-1-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.1 TCDL 13. 5 TC 0.79 Vert(LL) 0.16 R-S >542 240 MT20 197/144 (Roof Snow=2 13.0 Lumber DOL 1.15 BC 0.63 Vcrt(CT) -0.17 R-S >517 180 MT18HS 197/144 Rep Stress Incr YES WB 0.93 Horz(CT) -0.09 Q n/a n/a BCLL °1 10.0 10.0 Codo IBC2015/TP12014 Matrix-MS Weight:186 lb FT=20 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-6-1 oc purlins, G-NA-I:2x4 SPF 2100F 1.8E except end verticals. BOT CHORD 2x4 SPF No.2"Except' BOT CHORD Rigid ceiling directly applied or 3-1-13 oc bracing. A-Y:2x4 SPF 210OF 1.8E WEBS 1 Row at midpt N-S WEBS 2x4 SPF No.2`Except` JOINTS 1 Brace at Jt(s):AG L-S:2x3 SPF No.2,D-AC:2x4 SPF 210OF 1.13E OTHERS 2x4 SPF No.2"Except' D-AD:2x4 SPF 210OF 1.8E REACTIONS. All bearings 23-6-0 except Qt=length)Q=0-5-8,U=0-5-8. (Ib)- Max Horz A=277(LC 45) Max Uplift All uplift 100 lb or less atjoint(s)V,W,X,Z,AF except Q=-178(LC 39). AA=-400(LC 36),AB=-506(LC 45),AC=-5549(LC 37).AD=-6766(LC 58), AE=-249(LC 36),A=-1756(LC 46),U=-787(LC 45) Max Grav All reactions 250 lb or less at joint(s)W,X,Z,A except Q=378(LC 30). V=531(LC 26),AA=469(LC 29),AB=570(LC 56),AC=5615(LC 56),AD=6830(LC 37), AE=280(LC 57),AF=457(LC 26),A=1857(LC 53),U=878(LC 56) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-B=-5733/5644,B-C=-4594/4520,C-D=-3985/3932,D-E=-7664/7652,E-F=-7030/69800 F-G=-6147/6231,G-H=-5660/5690,H-J=-5007/5052,J-K=-4328/4390,K-L=-3656/3731, L-M=-2663/2670,M-N=-2019/2029,N-O=-1357/1395,O-P=-685/695 BOT CHORD A-AF=-5254/5182,AE-AF=-3855/3778,AD-AE=-2999/2973,AC-AD=-2236/2164, AB-AC=-5595/5507,AA-AB=-4785/4698,Z-AA=-3977/3890,X-Z=-3169/3081, 0 WEBS N-S=775/7/15,M-AG=-283/534T AG=317 288358L-V=922I6104 GA't G-AA=445/425, �� A F-AB=-557/532,D-AD=-6830/6846,B-AF=-293/140,L-AG=-561/835,S-AG=-586/867, D-AC=-7097/7054 ��, ! C�• NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1,33 ''� N 39i86 cc• 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry p ?/.' Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. ;j, GISTV,�i �, 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 `s�CJNA1.�'�`, 4)Unbalanced snow loads have been considered for this design. 5)All plates are MT20 plates unless otherwise indicated. 6)All plates are 1.5x4 MT20 unless otherwise indicated. June 14,2019 1 2-0-0 oc. A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312016 BEFORE USE. loll! Design valid for use only with MiTek)connectors,This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSb TPI1 Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss ��TypB Qly Ply �IAA" 05172nd'St NE-Arlington-WA U1351195 :25191 C17 GMLE 1 9 I Job Reference,(optionet)___ _ Alliance Truss (CA), Abbolsford,SC-V2S 7106, 8.310 s May 22 2019 MiTek Industries.Inc. Tue Jun 11 13:59:17 2019 Page 2 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-uzhdxJ?hM6XePoml_RM RKgKgA15?M5wdX?2jLUz7Kpu NOTES- 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)V,W,X,Z,AF except Qt=lb)Q=178,AA=400,A13=506, AC=5549,AD=6766,AE=249,A=1756,U=787,A=1756. 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 23-6-0 for 404.5 plf. 13) No notches allowed in overhang and 0 from left end and 0 from right end or 12"along rake from scarf,whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching,provide at least one tie plate between each notch. i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not • a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling or individual truss web and/or chord members only.Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPH Qualify Criteria,DSB-09 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 ,lob Truss iTru88 Type Qty Ply :PAC-3905 172nd St NE-Arlington-WA U1351196 25191 C17A iGABLE 1 1 Job Reference ogtlonot) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:59:19 2019 Page 1 I D:rCTmK6iuyDTt_rZuzrFbeDzl USd-gMoOL?Oxuj nMe5wg5sOvP5PARrj Mgzaw?JXgQMz7Kps 511$ I 11.4-14 16-3-0 �7-10-101 23-8-7 29.6.4 33-11.4 5-5-10 4-10-2 1-7.70 fr9.13 5.9-13 4-5-0 4x4 11 Scale=1:60.1 1.5x4 AQ G 1.5x4 II 1.5x4 11 3x5 4x4 % H 4x4 = 1.5x4 11 1.5x4 II F AP D 6x8 = Of!J 4 II 3x4 Q i I: 4 i m 1.5x4 O /r \I\� ` 3`7c8. {I 2x4 I n � `\ I / 2x4 II 4x7 `�\ I r �. 1.5x4 11 ri c 4x5 = N M L K J 6x12 II 3x4 = 3x4 4x8 = 3x4 - 3x4 = 12x16 11 3x4 B-2-6 16.3.0 _ 23-0-0 2 29-6-4 3311r1 6.2.6 41.0.10 &9.0_ &6 0 4-5-0 Plate Offsets(X,Y)-- [A:0-1-8,Edge],[D:0-2-0,0-2-4],[E:0-3-12,0-3-0],[G:0-2-12,0-2-0],[H:0-2.0,0-1-8],[I:0-1.6,0-1-8],[J:0-3-8,Edge],[J:0-0-0,0-1-12],[M:0-1-8,0-1-12], [W:0-3-0,"-8],_[Y:0.3-0,0.0d3],,,[. A: 330 0 0 8] [AI:0-3-4.0-1-121,[AJ:0-3-13.0-0-1],[AK:0-3A00-1_T] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.74 Vert(LL) -0.15 WAN >999 240 MT20 197/144 (Roof Snow=25.0) I Lumber DOL 1.1.9 BC 0.83 Vert(C I) -0.29 WAN >913 180 TCDL 1 .0 BCLL 10.0 i Rep Stress Incr YES WB 0.98 Horz(CT) 0.04 K n/a n/a 111. Code IBC201WPI2014 Matrix-MS Weight:249 lb FT=20% BL:UL U LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-5 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x8 SPF 195OF 1.7E"Except" BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. B-N,C-N,C-M,D-M,E-M,F-J:2x3 SPF No.2 WEBS 1 Row at midpt E-K,F-K,G-J,H-I,H-J E-K,F-K,G-J,H-I,H-J:2x4 SPF No.2 OTHERS 2x3 SPF No.2 REACTIONS. (lb/size) A=868/0-5-8,K=2391/0-5-8,I=-15/0-5-8 Max Horz A=228(LC 13) Max Uplift A=-78(LC 10),K=-273(LC 10),1=-223(LC 35) Max Grav A=912(LC 29),K=2457(LC 2),1=244(LC 21) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-1996/269,B-C=-1665/198,C-D=-396/73,D-E=-355/85,E-F=-218/923,H-1=-208/256 BOT CHORD A-N=-446/1857,M-N=-292/1056,J-K=-761/180 WEBS B-N=-512/168,C-N=-41/772,C-M=-1007/199.E-M=-141/934,E-K=-1171/208, F-K=-1457/304,F-J=-115/966,G-J=-434/148,H-J=-323/69 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 S�CL~ GA RC 4)Unbalanced snow loads have been considered for this design. A 5)Provide adequate drainage to prevent water ponding. 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7 8) .This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 9)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)A except Qt=lb) r 39586 K=273,I=223. % Rcis'rl-��° �sS/UNALG�`�` June 14,2019 e WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MI TEK REFERANCE PAGE Mll-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ILAVE a truss system.Before use,the building designer must verify,the applicability of design parameters and properly incorporate this design into the overall INM building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only.Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss 3 Type Qty Ply fluA-PAC-3905 172nd St NE-Arlington-WA U1351197 25191 C18 Common 5 1 1 Job Reforen_geA al) Alliance Truss (CA), Abbotsford.BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:59:20 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-IYMmZL1 aflvCGFVtfZv8yJyMdE2JZQi3DzHNyoz7Kpr _ 5.11.5 _ 11.-14 16-3.0 21-1-2 26-5-8 32-6-0 34-4-8 5-11-5 5-5-10 4-10-2 4-10.2 $4.7 6-0.8 �t-108 Scale=1:55.4 44 D 4.12 02 3x4 /! � �\� 44 C _!- - \� E F M � � NJ o L K ,f d 3x5 = 3x4 3x10 = 3x4 4x4 = 3x6 = 8-2.6 16-3-0 23-0-4 32-6-0 8-2-6 0-0-10 I 6 9 4 9-5-12 Plate Offsets(X.Y)_ P.4-2-0A-2-4],.Ic:04M�0-G 121c 2.8.0+§1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.65 Vert(LL) -0.15 L-O >999 240 MT20 1971144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.91 Vert(CT) -0.31 I-R >364 180 TCDL 13.0 Rep Stress Incr YES WB 0.99 BCOL 10.0 Horz(CT) 0.04 1 n/a n/a BCLL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:106 lb FT=20% - LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-2 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing, WEBS 2x3 SPF No.2 REACTIONS. (lb/size) A=972/0-5-8,1=2002/0-5-8,G=289/0-5-8 Max Horz A=-86(LC 19) Max Uplift A=-97(LC 10).1=-130(LC 11),G=-100(LC 11) Max Grav A=1037(LC 3),1=2052(LC 2),G=358(LC 22) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-B=-2371/353,B-C=-2043/283,C-D=-754/161,D-E=-708/161,E-F=-134/1017, F-G=-62/625 BOT CHORD A-L=-271/2212,K-L=-118/1412,G-1=-543/89 WEBS B-L=-509/168,C-L=-38/776,C-K=-1015/195,E-K=-83/1067,E-1=-1687/307, F-1=-610/181 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide GAR( will fit between the bottom chord and any other members,with BCDL=10.Opsf. \VASf 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)A except Qt=lb) 1=130,G=100. h7 o• 10 39586``� �SS�ONnL��v` June 14,2019 &WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors,This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate[his design into the overall Not building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPIf Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,Road 3G7 ;Job Truss 1 russ Type Qty Ply ,-PAC-3905 172nd St NE-Arlington-WA U1351198 1251191 C18A Common 1 1 Job Reference[optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:59:21 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-mlw8mh2CPL13lP43DHONU W UVueMkitODSdOwVFz7Kpq 5-11-5 11-4-14 16-3-0 23-1-4 27-0-13 _9" , 34.4-8 6-11-5 t 5.5.10 4.10.2 1 8.10.4 3 11.9 1 6 63 1-1 8 Scale=1:55.5 45 D 4.12 712 3x4 C _` Z 5x16 Y ` E X W i � 1.5x4 �� / i� �\ _ �� 1.5x4 � � m Him M L, 5x10 K J I 3x5 3x4 = 3x5 = 3x8 = 3x4 = 4x6 1.5x4 II 8-6-4 16-3-0 _ 23-1-4 32-6-0 1 8 64 7-8.12 ;_ 6-104 _ 9.4-12 Pfete_Oi(sets(X Y}--jA:0.7-0,Edge].[D:0-2-8,0 2-8J.[E 0 ,0-2-8jr(C3 0-14 Edge],(K:0-2-0.0.1-8),(N:0.5.0.0-10.41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.81 Vert(LL) -0.20 I-T >569 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.97 Vert(CT) -0.42 I-T >273 180 TCDL 13.0 Rep Stress Incr YES WB 0.98 Horz(CT) 0.04 N n/a n/a BCLL 10.0 scoL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:1151b FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural woad sheathing directly applied or 2-9-14 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2*Except` E-J,E-1:2x4 SPF No.2 OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) A=1048/0-5-8,G=473/0-5-8,N=1726/0-3-8 Max Horz A=-86(LC 19) Max Uplift A=-106(LC 10),G=-119(LC 11),N=-111(LC 11) Max Grav A=1116(LC 3),G=495(LC 22),N=1755(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-2591/407,B-C=-2228/324,C-D=-1004/210,D-W=-971/205,E-W=-28/498,E-X=0/526, F-X=0/385,F-G=-278/131 BOT CHORD A-M=-320/2424,K-M=-161/1636 WEBS B-M=-537/173,C-M=-33/723,C-K=-1010/189,D-K=-10/304,K-W=-73/1212,F-1=-563/133, E-N=-511/0,I-V=-23/363,V-X=-23/363 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. ,� GAII/C�q 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. WA. 6).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide A' will fit between the bottom chord and any other members,with BCDL=10.Opsf. rr� CjGZ 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8)Bearing at joint(s)N considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify �_ capacity of bearing surface. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) A=106,G=119,N=111. 0 %� SS�UNAL June 14,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7472 rev.10/03/2015 BEFORE USE, ^� Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ' a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mire k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Ill fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPI1 quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job uss Type Oly ;Ply PAC-3905 172nd St NE-Arlington-WA U1351199 25191 C19 COMMON 2 1 Lob Reference O " Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 S May 22 2019 MITOk Industries,Ina TUG Jun 11 13:59:22 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzl USd-ExUW_13gAe9wVZeFm_ycl kl iA2kR1 KPMhHmU 1 hz7Kpp 1-1Q8 5.11-5 11-4-14 16-3-0 21-1-2 265-8 32-" 34-a-8 1-10 8 5-11-5 5.5.10 4-10.2 I 4-10-2 5-4-7 6-0-8 1 1-10-8 Scale=1:58.1 4x4 = E 4.12 r2 3x4 �� Z 4x4 D ' `1 F T i� ` U I J.\ 1.5x4 O � ` 1.5x4 i Bi� 1 M L K J o 4x4 = 3x4 3x10 = 3x4 44 3x6 8-2-6 163-0 23-04 324-0 B-2-6 8-0-10 6-94 9-5-12 Plate Offsets(X Y)» LB:0-1-12,Edge],,(Et0 2-0.0 2.4]� H[ 0-7-B4OA•12J,[L:U=2.8L01.8J LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.65 Vert(LL) -0.15 J-S >768 240 MT20 197/144 (Roof Snow=2 TCLL 13.3.0 Lumber DOL 1.15 BC 0.87 Vert(CT) -0.31 J-S >363 180 Rep Stress Incr YES WB 0.97 Horz(CT) 0.04 J n/a n/a _ BCDL 10.0 BCDL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:108 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-3 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) B=1122/0-5-8,J=1990/0-5-8,H=293/0-5-8 Max Horz B=78(LC 14) Max Uplift B=-157(LC 10),J=-128(LC 11),H=-101(LC 11) Max Grav B=1173(LC 21),J=2042(LC 2),H=359(LC 22) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-2321/339,C-D=-2012/272,D-E=-753/160,E-F=-707/160,F-G=-126/1005, G-H=-591613 BOT CHORD B-M=-245/2168,L-M=-115/1399.H-J=-532/86 WEBS C-M=485/161,D-M=-28/748,D-L=-1001/191,F-L=-77/1059,F-J=-1675/301, G-J=-610/181 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the-bottom chord and any other members,with BCDL=10.Opsf. 1 ` A S,r '4 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. �1 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) B=157,J=128,H=101. - 39 June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTekO connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system-Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the rTek' fabricalion,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314 Bradford,ON,L3Z 3G7 Truss s Type City Ply PAC4905172nd St NE-Arlington-WA U1351200 2�191 �tv19A :COMMON 2 1 ,Job Reference at Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MITek Industries,Inc. Tue Jun 11 13:59:22 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzl USd-ExUW_13gAe9wVZeFm_ycl k1 gl2jhl KUMhHmU1 hz7Kpp •1.10.6 5-11-5 11-4-14 , 1-10-8 - 5-11-5 163-0 i 23-1-4 I 7--0--13 32-6-0 � 3119 8 5-5-10 6-104 Scale=1:58.1 4x5 E 4.12 3x4 f�• p Sx16 ' XF ,y 1.5x4 1.5x4 C L N M 5x10 = c L K J 3x4 = 3x5 = 3x8 = 3x4 = 4x6= 3x6 = 1,5x4 1' 8-6 4 16.3-0 23.1.4 32-6-0 , -84" 7-8-12 6-1 0-4 i 9 4-12 Plate OtfsB XsY}- [8:0.0-4.0.0 OL.IE;0 2-6,a2-8L.[F:o4 4.0_-2 8J,IH 0 1 4.Ed9e),.1L:0 2-0.0_1 81,.[O 0 5-0 .0-10-0) LOADING (psf) I SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.83 Vert(LL) -0.20 J-U >569 240 MT20 197/144 (Roof Snow=2 TCDL 13. Lumber DOL 1.15 BC 0.92 Vert(CT) -0.42 J-U >273 180 BCLL 10.0 Rep Stress Incr YES WB 0.97 Horz(CT) 0,04 0 n/a n/a BCDL 10.0 Code IBC2015TPI2014 Matrix-MS I Weight:117 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-4 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2"Except' F-K,F-J:2x4 SPF No.2 OTHERS 2x6 SPF No,2 REACTIONS. (lb/size) B=1197/0-5-8,H=475/0-5-8,0=1719/0-3-8 Max Horz B=78(LC 14) Max Uplift B=-166(LC 10),H=-119(LC 11),0=-110(LC 11) Max Grav 6=1248(LC 21),H=495(LC 22).0=1748(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-2541/391,C-D=-2196/313,D-E=-1000/209,E-X=-967/204,F-X=-26/504,F-Y=0/522, G-Y=0/381,G-H=-277/131 BOT CHORD B-N=-294/2379,L-N=-151/1620 WEBS C-N=-512/166,D-N=-24/697,D-L=-996/185,E-L=-10/303,L-X=-67/1205,G-J=-563/133, F-0=-507/0,J-W=-23/363,W-Y=-23/363 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. `�(N C'A2Cf� 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)"This truss has been designed for a live load'of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide OF A3/Gti will fit between the bottom chord and any other members,with BCDL=10.Opsf. � N Ci 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. t 7 8)Bearing atjoint(s)O considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) B=166.H=119.0=110. SS�ON'Al.t,ts(� June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing OMIT! is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?PI f Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss ' s Type City Ply "PAC-3905 172nd St NE-Arlington-WA �25191 U1351201 C20 Monopitch 3 1 � I Job Reference fopfional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 Well Industries,Inc, Tue Jun 11 13:59:24 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-BKcGPj44iGPektoeuP_46961 zsPjVK6f6bFa5az7 Kpn 1.10 a 6-5-0 12-0-8 17-6-0 23-6-0 27-0-0 ~1-10$ ' 8 5A 5.7-8 5.7-8 5.10.0 3.6-0 ' H. 4.12 9 3.4 II / r8=1:49.9 G 4x4 4x6 E F 3x4 D _ m i I� \\ 1.0 C B I 3x4 = 3x5 = 4x4 = 5x6 = 3x6 8-3-8 i 15 9 8 { 23.6.0 &3.6 7-6-0 7-8-8 Nits Offsets(X,Y}- 18:0-0-8,0,0-0I,,[E:0-3.9,Edge]JF:0 1-12,0-2-0b 0-Z0 0.L 1-al,.,h[•0-3-0;0-212],[J_0_24 0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0.20 I-J >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.95 Vert(CT) -0.34 L-O >819 180 TCDL 13.0 Rep Stress Incr YES WB 0.64 Horz(CT) 0.06 1 n/a n/a _ BCLL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:102 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-11-10 oc puffins, A-E:2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2"Except' WEBS 1 Row at midpt G-1,F-I G-I,F-1:2x4 SPF No.2 REACTIONS. (lb/size) 1=1414/0-5-8,B=1248/0-5-8 Max Horz B=287(LC 10) Max Uplift 1=-240(LC 14).B=-129(LC 10) Max Grav 1=1744(LC 21),B=1279(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-2620/204,C-D=-2350/156,D-F=-1241/47,G-1=-853/301 BOT CHORD B-L=437/2449,J-L=-287/1635,I-J=-139/836 WEBS C-L=-484/161,D-L=-63/790,D-J=-802/195,F-J=-67/960,F-1=-1208/207 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1,33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ,��`j C ��! will fit between the bottom chord and any other members,with BCDL=10.Opsf. R 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. C� ��• 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) 1=240.B=129. .,95R6 GISTL�t�' �w N Lv t June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSPTPl1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N-Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss s Type Gly Ply -PAC-3905 172nd St NE-Arlington-WA 25191 C20A Monopitch 2 1 U1351202 Job Reterenceoptional) Alliance Truss (CA). Abbotsford,BC-V2S 7P6. 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:59:25 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-fWAfc25iTZXVM1 NgS7VJfMFFQFIFEnOoNF_8eOz7Kpm 1-10 B _6_5-0 j 12-0-8 F 17-8-0 23-6-0 27-" 1-10-8 6-5-0 5-7-8 - 5-7-8 5.10-0 3.8-0. 4.12 12 6x8 i__H 4x4 4x6 F R / 3x4 �•� \\, � D / \ - 4x6 = d a C a B - `�.. 4x8 = M b L K J S T I 3x4 = 3x4 = 4x4 = 4x5 = 3x6 $3$ 15-9-6 23-6-0 27-0-0 e-3-6 I 7-8.0 ?." f 3 8-0 Plate 0088t6,_(&Y)_[8:0-0-8 0 0-OL ID:Q-1-12,0-1-81,IE:0-3-O Ef dolaF:0-1-12,0-2-01,Lq:0-3-4,0-4-0,�LEdge,0-2.Oh[J:0-2-0,0-1-121,_fM:0-2-12 0.:Z-q LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.52 Vert(LL) -0.17 L-P >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 I BC 0.93 Vert(CT) -0.33 L-P >826 180 TCDL 13.0 Rep Stress Incr YES WB 0.64 Horz(CT) -0.06 H n/a n/a BCLL 10.0 Code IBC2015/TP12014 I Matrix-MS Weight:114 lb FT=20 BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 3-0-4 oc purlins, A-E:2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2`Except" WEBS 1 Row at midpt F-I G-I,F-1:2x4 SPF No.2 OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) H=80/Mechanical,B=1234/0-5-8,M=1334/0-3-8 Max Horz B=292(LC 10) Max Uplift H=REL,B=-122(LC 10),M=-267(LC 14) Max Grav H=132(LC 21),B=1263(LC 3),M=1607(LC 21) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-C=-2577/177,C-D=-2306/129,D-F=-1188/21,I-M=-122/1046,G-M=-662/198 BOT CHORD B-L=-416/2408,J-L=-267/1586,I-J=-117/797 WEBS C-L=-487/161,D-L=-61/801,D-J=-799/193,F-J=-691934,F-1=-1210/203 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. ,� GA 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q� e 6).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �!AS/ will fit between the bottom chord and any other members,with BCDL=10.Opsf. 1, 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8)Refer to girder(s)for truss to truss connections. y 9)Bearing at joint(s)M considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) B=122,M=267. 39536 11) "A"indicates Released bearing:allow for upward movement at joint(s)H. N. J1 r LR�•�� /.S, V� S/ONAU June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTek"O connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system-Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 OualRy Criteria,OSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N-Lee Streel,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 fuss Type Qty Ply OACi905 172nd St NE Atl ngton-WA IC21 Monopitch Girder 1 U1351203 .Job Reference(optional) ss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MITek Industries,Inc.Tue Jun 11 13:59:27 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzIUSd-bvHP1 k6z?BnDbKXDZYXnknkZx3QNe_5gZTRvx7Kpk 3 8 5 sa-1 o t2-a0 17-7-1227 0.0 3-8-5 2-11-6 5-4-6 5-7-12 5-104 3-" { 4.12 i12 2x4 I I -HI Scale=1:51.8 G i 5x6 S i F ✓ 4x6 6x8 % E c' D 3x4 O ::5 3x4 B ri P O N M L _. K J -- 5x14 MT18HS 20 11 3x4 = 6xl0 MT18HS = 6x10 MT18HS =6x8 = 1 6x12 MT18HS 11 4x10 MT18HS = I„ 3-8-5 6-7-10 12-0-0 17-7-12 23.6.0_ 3$5 2-11-6 5.4.6 5-7-12 g 10 4 Piste Offestg�X Y tA.O OA,Ed17e],:jD_Q•3-8,0.1-12),[F:a2-0,a1-s),�I_Edge,o-1-1__ :o-3-R,0-2-a1 jM_as a az-81 _ LOADING (psf) 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP Plate Grip DOL 1.15 TC 0.64 Vert(LL) 0.25 M-O Snow=25 >999 240 MT20 197/144 TCDL 3.0 Lumber DOL 1.15 BC 0.99 Vert(CT) -0.47 M-0 >593 180 MT18HS 197/144 BCLL 10.0 Rep Stress Incr NO WB 0.95 Horz(CT) 0.13 1 n/a n/a Code IBC2015ITP12014 Matrix-MS BCpL 10.0 Weight:292 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2"Except" TOP CHORD Structural wood sheathing directly applied or 3-11-13 oc purlins, A-E:2x6 SPF 2100F 1.8E except end verticals. BOT CHORD 2x6 SPF 210OF 1.8E"Except' BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. L-N:2x8 SPF 1950F 1.7E WEBS 1 Row at midpt G-I,D-K,F-1 WEBS 2x4 SPF No.2"Except' C-O,C-M,B-O,B-P:2x3 SPF No.2,D-K:2x4 SPF 210OF 1.8E REACTIONS. (lb/size) 1=5554/(0-3-8+bearing block),A=7147/(0-5-8+bearing block) Max Harz A=263(LC 32) Max Grav 1=5858(LC 21),A=7152(LC 21) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-B=-19236/0,B-C=-18194/0,C-D=-14675/0,D-F=-5136/0,G-1=-855/300 BOT CHORD A-P=0/18113,O-P=0/18113,M-0=0/17193,K-M=0/13526,I-K=0/4770 WEBS C-0=0/492,C-M=-3929/0,D-M=0/7754,D-K=-10714/0,F-K=0/6274,F-1=-6867/0, B-0=-1244/0 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x6-2 rows staggered at 0-4-0 oc,2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc,2x8-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x3-1 row at 0-9-0 oc,2x4-2 rows staggered at 0-2-0 oc,Except member K-D 2x4-1 row at 0-9-0 oc, member F-K 2x4-1 row at 0-9-0 oc,member I-F 2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),Unless otherwise indicated. 3)2x6 SPF 210OF 1.8E bearing block 12"long at jt.A attached to each face with 3 rows of 1 Od(0.131"x3")nails spaced 3"o.c.12 S3 N-,4 GAI?," Total fasteners per block.Bearing is assumed to be SPF No.2. SPF 21 OOF block long VAS 4)fasteners s per block.Bearinggis assumed t be SPF No.z attached to each face with 3 rows of 10d(0.131"x3")nails spaced 3"o.c.12 Total ^``�l�' /tom 5)Wind:ASCE 7-10:Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.0psF,h=36ft;Cat.11;Exp B;Enclosed; O MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown:Lumber DOL=1.33 plate grip DOL=1.33 6)TCLL-ASCE 7-10:Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 7)Unbalanced snow loads have been considered for this design. 8)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs r J ,r7,39586 C4 non-concurrent with other live loads. j pis 1 LAC �V 9)All plates are MT20 plates unless otherwise indicated. S'S70�r '�V� 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LL 11).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with 13CDL=10.Opsf. June 14,2019 assumed to be SPF No.2 crushin ca acit of 425 si. A WARNING-Verily design parameters and REAO NOTES ON THIS AND INCLUDED Aff7EK REFERANCE PAGE M27473 roe I"V2015 BEFORE USE Design valid for use only with MlTekO connectors.This design 4s based only upon Parameters shown,and is for an indwidual building component,not a truss system Before use,the building designer must verity the applicability of design parametors arw properly incorporate this design into the overall puildkV daslgn. Broring indicated is to prevent buckling of individual truss wab amVor chord members only,Adddional temporary and permanent bracing FEWis always required for stability and to Pleven,collapse with possible pmsanal injury and Properly damage, For general guidanw regarding the fabrication.storage,delivery,erection and bracing of trusses and truss systems,see ANSHTP/f Quality Criteria,DS8•89 and BCS1 Building Comporronl Safety fnlo adon available from Truss Plain Institute.218 N Lee Sueel,Suite 312.Asaxandhe,VA 22314. 100 Industrial Road Bradford,ON,L3Z 3G7 I Qly ply Job runs s Type PAC-PAC 172nd St NE-Arlington-WA U1S 191 C21 Monopitch Girder 1L I b Reference o tional _ Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MITek Industries.Inc, Tue Jun 11 13:59:27 2019 Page 2 ID:rCTmK6i uyDTt_yZuzrFbeDzl USd-bvHP 1 k6z?BnDbKXDZYXnknkZx3Qiic_5gZTFivz7Kpk NOTES- 13)Load case($)1,2,3,4,5,10,11,12.13,14,15.16,17,18.19.20,21,22,23,24.25.26.27,32.33,34.35.36.37,38,39.40,41,42,43.44,45 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 14)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)6084 lb down at 12-0-13,and 1800 lb up at 12-0.0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-426,D-G=-76,G-H=-76,A-I=-20 Concentrated Loads(lb) Vert:M=-6084(B) 2)Dead+0.75 Snow(balanced)+0.75 Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-370,D-G=-64,G-H=-63,A-I=-35 Concentrated Loads(lb) Vert:M=-4444(S -5794) 3)Dead+0.75 Snow(Unbal.Left)+0.75 Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Verb A-D=-370,D-S=-64,G-S=-92,G-H=-92,A-I=-3b Concentrated Loads(lb) Vert:M=-4444(B=-5794) 4)Dead+0.75 Snow(Unbal,Right)+0.75 Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-344,D-G=-37,G-H=-37,A-I=-35 Concentrated Loads(lb) Vert:M-4444(B=-5794) 5)Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:A-D=-201,D-G=-26,G-H=-26,A-I=-40 Concentrated Loads(lb) Vert:M=-3478(8) 10) Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-154,D-G=21,G-H=17,A-I=-10 Horz:A-G=-29,V-H=-25 Concentrated Loads(lb) Vert:M=88(t3=-17'12) 11)Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-163,D-G=12,G-H=21,A-I=-10 Horz:A-G=-20,G-H=-30 Concentrated Loads(Ib) Vert:M=88(13=1712) 12) Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(pit) Vert:A-D=-180,D-G=-5,G-H=-1,A-I=-20 Horz:A-G=-21,G-H=-25 Concentrated Loads(lb) Vert:M=98(B=-1702) 13)Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(pit) Vert:A-D=-189,D-G=-14,G-H=-10,A-I=-20 Horz:A-G=-12,G-H=-16 Concentrated Loads(Ib) Vert:M=98(8-1,702) 14) Dead+0.6 MWFRS Wind(Pas.Internal)1st Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-154,D-G=21,G-H=17,A-I=-10 Horz:A-G=-29,G-H=-25 Concentrated Loads(lb) Vert:M=88(B=-1712) 15) Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-167,D-G=8,G-H=4,A-I=-10 Horz:A-G=-17,G-H=-12 Concentrated Loads(lb) Vert:M=88(8=-1712) 16) Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-154,D-G=21,G-H=17,A-I=-10 Horz:A-G=-29,G-H=-25 Concentrated Loads(lb) Vert:M=88(8-1712) 17) Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.33,Plate Increase=1.33 WARNING-Verify design pammemra and READ NOrES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MN•7473 mv.10M312015 BEFORE USE Design valid for use only with MiTokB'connectors.Ttus design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the building designer must verity the appkcablely of design parameters and properly incorporate this dosin into the overall building design, Bracing Indicated is to prevent buckbng of individual truss web and/or chord members only,Additional temporary and permanent bracing iTek' is always required for stability and to prevent collapse with possible personal"ury and property damage For general guidance regarding the fabrication,storage,delivery,otaeton and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DS8-89 and SCSI Building Component 100 Industrial Road Safely Information available from Truss Plato Institute,218 N.Lee Street,Suite 312,Alexandria,VA 2231A Bradford,ON,L3Z 3G7 rues TYDe 'Qly IPly ;PAC-3905 172nd SI NE-Adangton-WA U1351203 C 11 Morwpitch Girder I 2 r' Job Reference(oognAll)__ w 'CA); Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. TUe Jun 11 13:59:27 2019 Page 3 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-bVHP1 k6z?BnDbKXDZYXnknkZx3Qiic_5gZTFivz7Kpk LOAD CASE(S) Standard Uniform Loads(plf) Vert:A-D=-167,D-G=8,G-H=4,A-I=-10 Horz:A-G=-17,G-H=-12 Concentrated Loads(lb) Vert:M=88(B=-1712) 18) Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-180,D-G=-5,G-H=-1,AJ=-20 Horz:A-G=-21,G-H=-25 Concentrated Loads(lb) Vert:M=98(B=-1702) 19) Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-193,D-G=-18,G-H=-14,A-I=-20 Horz:A-G=-8,G-H=-12 Concentrated Loads(Ib) Vert:M=98(B=-1702) 20) Dead+Snow on Overhangs:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-376,D-G=-26,G-H=-126,A-I=-20 Concentrated Loads(lb) Vert:M=-2777(B) 21) Dead+Snow(Unbal.Left):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-426,D-S=-76,G-S=-114,G-H=-114,A-I=-20 Concentrated Loads(Ib) Vert:M=-6084(B) 22) Dead+Snow(Unbal.Right):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-391,D-G=41,G-H=-41,A-I=-20 Concentrated Loads(lb) Vert:M=-6084(B) 23) Dead+Uninhabitable Attic Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:A-D=-201,D-G=-26,G-H=-26,A-I=-40 Concentrated Loads(lb) Vert:M=-3493(B) 24) Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-354,D-G=-48,G-H=-45,A-I=-35 Horz:A-G=-16,G-H=-19 Concentrated Loads(lb) Vert:M=-352(B=-1702) 25) Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-361,D-G=-55,G-H=-52,A-I=-35 Horz:A-G=-9,G-H=-12 Concentrated Loads(lb) Vert:M=-352(B=-1702) 26) Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-354,D-G=-48,G-H=-45,A-I=-35 Horz:A-G=-16,G-H=-19 Concentrated Loads(Ib) Vert:M=-352(B=-1702) 27) Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-364,D-G=-57,G-H=-54,A-I=-35 Horz:A-G=-6,G-H=-9 Concentrated Loads(Ib) Vert:M=-352(I3=-1702) 32) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-154,D-G=21,G-H=17,A-I=-10 Horz:A-G=-29,G-H=-25 Concentrated Loads(Ib) Vert:M=-871(B=-2671) 33) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-163,D-G=12,G-H=21,A-I=-10 Horz:A-G=-20,G-H=-30 Concentrated Loads(lb) Vert:M=-871(B=-2671) Con inuad on Dane 4 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a buss system.Before use,the building designer must verily the applicability of design parameters and properly incorporate this design Into the overall binding design. Bracing indicated Is to prevent buckling of individual truss web andfor chord members only. Addbonol temporary and permanent bracing is always required for stability and to prevent collapse wilh possible personal injury and property damage- For general guidance rngarding the FIT91 latx str icalion,storage,delivery,erection and bracing of tross and truss systems,see ANSVTP/l QuaBfy Criteria,OSB-89 and SCSI Building Component Safety information available from Truss Plate Institute,218 IN Lee Street,Suite 312,Alexandria,VA 22314 100 Industrial Road Bradford,ON,1_3Z 3G7 Ob' Truss s7ype Qly Ply PAC-3905 172nd St NE-Arlington-WA U 191 C21 IMonopilch Girder I 2 Ob Reference(optional Alfiance Truss (CA), Abboisrord,BC-V2S 7P6, 8.310 s May 222019 MiTek Industries,Inc. Tue Jun 11 13:59:27 2019 Page 1 D:rCTmK6iuyDTtyZuzrFbeDzl USd-bvH P 1 k6z?BnDbKXDZYXnknkZx3Qi ic_5gZTFivz7Kpk LOAD CASE(S) Standard 34)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-180,D-G=-5,G-H=-1,A-I=-20 Horz:A-G=-21,G-H=-25 Concentrated Loads(lb) Vert:M=-861(B=-266 1) 35) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-189,D-G=-14,G-H=-10,A-I=-20 Horz:A-G=-12,G-H=-16 Concentrated Loads(Ib) Vert:M=-861(B=-2661) 36) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(pig Vert:A-D=-154,D-G=21,G-H=17,A-I=-10 Horz:A-G=-29,G-H=-25 Concentrated Loads(lb) Veit:M=-071(U--26/1) 37) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-167,D-G=8,G-H=4,A-I=-10 Horz:A-G=-17,G-H=-12 Concentrated Loads(lb) Vert:M=-871(B=-2671) 38) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-154,D-G=21,G-1-1=17,A-I=-10 Horz:A-G=-29,G-H=-25 Concentrated Loads(lb) Vert:M=-871(B=-2671) 39) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-167,D-G=B,G-H=4,A-I=-10 Horz:A-G=-17,G-1-1=-12 Concentrated Loads(Ib) Veit.M--871(B--2071) 40) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-180,D-G=-5,G-H=-1,A-I=-20 Horz:A-G=-21,G-H=-25 Concentrated Loads(lb) Vert:M=-861(B=-2661) 41) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-193,D-G=-18,G-H=-14,A-I=-20 Horz:A-G=-8,G-H=-12 Concentrated Loads(lb) Vert:M=-861(B=-2661) 42) Reversal:Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-354,D-G=-48,G-H=-45,A-I=-35 Horz:A-G=-16,G-H=-19 Concentrated Loads(lb) Vert:M=-3109(B=-4459) 43) Reversal:Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.33 ,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-361,D-G=-55,G-H=-52,A-I=-35 Horz:A-G=-9,G-H=-12 Concentrated Loads(lb) Vert:M=-3109(B=-4459) 44) Reversal:Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-354,D-G=-48,G-H=-45,A-I=-35 Horz:A-G=-16,G-H=-19 Concentrated Loads(lb) Vert:M=-3109(B=-4459) 45) Reversal:Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-364,D-G=-57,G-H=-54,A-I=-35 Horz:A-G=-6,G-H=-9 Concentrated Loads(lb) Vert:M=-3109(B=4459) AWARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTekR connectors This design is based only upon parameters shown,WW is for an Individual Wilding component,not a puss system.Before use.the Wilding designer must verify the applicability of design paramolers ano property incorporate this design into the overall Nil' .111ding design.Bracing indicated is to prevent buckling of individual truss web ar dlor chord members only.Additional temporary and permanent tracing MiTek' is always required for stability and to prevent collapse with possible porsonal injury and property damage- For general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and truss systems,ace ANSYMI Quality Criteria,OSS-89 And SCSI Building Component 100 Industrial Road Sorely information available from Truss Plata Institute,218 N,Lee Stree4 Suite 312,Alexandria,VA 22314, Bradford,ON,L3Z 3G7 ,bb rugs Type City Ply >PAC-3905 172nd St NE-Arlington-WA Il I U1351204 25191 C22 .Roof Special 6 I 1 IJob Reference(optional Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Indusiries,Inc. Tue Jun 11 13:59:28 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-35rn E47bmUw4D U6P7F20G_Hm DTs6R3H F3DDoELz7Kpj 1 6-3-2 11-114 6-3.2 5-8-2 Scale=1:24.3 C 20- 4.12 �2 3x4 �i e A ; m r o y E 3x4 = 1.5x4 D 3x4 6-3-2 11.11 4 6.3.2 5-B-2 Plate Offsets�K Y)-___N07C 22-_%go ej,_[c:o-2-0,0.0-12) - - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.55 Vert(LL) -0.07 E-H >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.54 Vert(CT) -0.14 E-H >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.95 Horz(CT) 0.02 D n/a n/a BCLL 10.0 * Code IBC2015/TP12014 Matrix-MS Weight:37 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-5 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) A=568/0-5-8,D=568/Mechanical Max Horz A=118(LC 10) Max Uplift A=-43(LC 10),D=-84(LC 10) Max Grav A=597(LC 3),D=647(LC 20) FORCES. (lb)-Max.Comp./Max.Ten.-Ali forces 250(lb)or less except when shown. TOP CHORD A-B=-1096/121 BOT CHORD A-E=-215/1011,D-E=-215/1011 WEBS B-E=0/277,B-D=-1069/227 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)A,D. ,\g N G.AI?C, 39586 > , June 14,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M71-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek@ connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andior chord members only.Additional temporary and permanent bracing R 1T�1. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 11 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,available from Truss Plate Institute,218 N.Lee eel,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 JJob rTrm s Type +IOty `Ply -PAC-3905 172nd St NE-Arlington-WA U1351205 !25191 �C23 Mtlrwpitcfl i 1 Job Reference(optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek InduSlrles,Inc. Tue Jun 11 13:59:28 2019 Page 1 I D:rCTm K6iuyDTtyZuzrFbeDzl USd-35rn E47bmUw4DU6P7 F20G_HjyTwAR8a F3DDoELz7Kpj 5.7-13 11.3.10 14-9-10 4.12 j12 3x4 II Scale=1:48.8 C H 3x4 B � i 4x4A: ' \\ N \\ I V \\~ \ G F E 1,5x4 II 3x4 = 5x6 = ! 5.7-13 11-3-10 4 B-7-13 5-7-13 Plate Offsets_(X,Y}- [qc D-2-k-1.4JL1E'0-3-0.0-2-12 _ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0.02 F-G >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 ; BC 0.28 Vert(CT) -0.05 F-G >999 180 TCDL 13.0 Rep BCDL 10.0 Slless Incr YES I WB 0.61 Horz(CT) -0.00 E n/a n/a BCDL 10.0 Code IBC2015ITP12014 Matrix-MS Weight:69 lb FT=20% i LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2"Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. C-E:2x4 SPF No.2 WEBS 1 Row at midpt C-E REACTIONS. (lb/size) G=485/Mechanical,E=853/0-5-8 Max Horz G=177(LC 11) Max Uplift E=-207(LC 14) Max Grav G=506(LC 2),E=1002(LC 21) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-324/0,C-E=-709/314,A-G=-439/0 BOT CHORD E-F=-128/254 WEBS B-E=-379/194,A-F=0/332 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. `�7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. VAS// 8)Refer to girder(s)for truss to truss connections. C1. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) E=207. i 95 46 1 �r June 14,2019 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek@ connectors.This design is based only upon parameters shown,and is for an individual building component,not • a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web andlor chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 ,Job Truss Type IQty Ply PAC-3905 172nd St NE-Arlington-WA U1351206 �25191 C23A Monopitch 1 1 n�_ _ Job Refereiplbnal AOiance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:59:29 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzl USd-XH P9SQBDXo2xrehbhya FpCpxEtl OAbzOl tyLnnz7Kpi b1-73 11.3.10 14-9-10 5-7-13 5.7-13 0 Scale=1:48.6 4.12 11P 4x12 = _/ C l 1 3x4 4x4 \\ 4x6 = ♦\\ m `-4xe = •o• G F E 1.5x4 II 3x4 = 3x4 = 1 5.7.13 11-3-10 5 7--13 54-13 Plate Offsets(X,Y)-- (C:0-5.8.0-2-0t H_0_3-0,0.2-M LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL) -0.02 F-G >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.15 Vert(CT) -0.04 F-G >999 180 BCDDL 13.0 Rep Stress Incr YES WB 0.60 Horz(CT) -0.00 1 n/a n/a _ SCDL 10.0 Code IBC2015/TPI2014 Matrix-MS Weight:81 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF 210OF 1.8E except end verticals. WEBS 2x3 SPF No.2"Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. C-E:2x4 SPF No.2 OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) G=485/Mechanical,1=844/0-3-8 Max Harz G=179(LC 11) Max Uplift 1=-209(LC 14) Max Grav G=506(LC 2),1=993(LC 21) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-319/0,E-H=-116/323,C-H=-116/323,A-G=-438/0 WEBS B-E=-328/177,A-F=0/324,C-1=-994/408 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide chordwill fit between the bottom 7)All bear ngs are assumed tobe SPF No 2 c ush ng capacity of 425 10.Opsf. psi, 1 8)Refer to girder(s)for truss to truss connections. O \1AS • __ �� 9)Bearing at joint(s)I considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. ' 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) - 1=209. h 39536 c< �- r`rS/ON A L June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND iNCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon paramelers shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability or design parameters and properly incorporate[his design into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mire k is always required for stability and to prevent collapse with possible personal injury and property damage,For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11rPi1 Quality Criteria,DSB•89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job 1'tfuss s Type (City Imy -PAC-3905 172nd St NE-Arlington-WA U1351207 25191 iC24 Mon 1opilch 3 + _ I I tob Reterecrae @ 1p Imo)) - Attianoe Truss (CA). Abbotsford,SC-V2S 7PS. 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:59:30 2019 Page 1 1 D:rCTmK6iuyDTtyZuzrFbeDzl USd-?UzYfm9r16AoSoGoEg5U LPM2GGXOv_l XWXivJ Dz7Kph 7-4-3 14-9-10 18-3-14 20-2-6 74-3 i 7-5-7 3-6-4 1-10-8 4x7 = Scale=1:54.6 C 4.12-1,12 J -_- ' � __ 2x4 II 3x4 m ; u; \ \ i H K L G M N F 1.5x4 II 3x4 = 3x4 = 3x4 = 4-9-6 11-0-14 18.3-14 4-9-5 6-3-9 7-3-0 Plate OHseteP Y}- (A;Q20;0-1-121.&:03-8,0.1-12J,[D:0-2-0,0.0-121c[F:04-8,0.1.81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 1 TC 0.83 Vert(LL) -0.18 F-G >471 240 MT20 1971144 (Roof Snow=25.0) Lumber DOL 1.15 I BC 0.61 Vert(CT) -0.25 F-G >343 180 BCDDL 13.0 Rep Stress Incr YES WB 0.87 Horz(CT) 0.00 F n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:96 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2"Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. C-G,D-F,C-F:2x4 SPF No.2 WEBS 1 Row at midpt C-G,D-F,C-F REACTIONS. (lb/size) 1=494/Mechanical,G=929/0-5-8,F=466/0-5-8 Max Horz 1=106(LC 11) Max Uplift 1=-19(LC 10),G=-104(LC 10),F=-110(LC 11) Max Grav 1=517(LC 3).G=1108(LC 2),F=570(LC 22) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-B=-295/61,A-1=-455/54,D-F=-411/155 WEBS B-G=-587/219,C-G=-282/51,A-H=0/286 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. ,��N [IA11�'`I 8) Refer to girder(s)for truss to truss connections. Y 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)I except Qt=lb) A, G=104,F=110. h\ O �o R� 39586��� r Ws rt:� SS�UNv ALk� June 14,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7472 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not C a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design- Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mire�<is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss Type City 'Ply `PAC-3905 172nd StNE-Ar ington4NA I U1351208 25191 C25 Flat Girder t 2 ,Job Reference Alliance TruSS (CA), Abbotsford,SC-V2S 7P6. 8.310 s May 22 2019 MiTek Industries.Inc. Tue Jun 11 13,59:31 2019 Page 1 I D:rCTmK6iuyDTt_yZuzrFbeDzl U Sd-UgXwt6AT3P If4yq_oNcjudvLZgsReU7hl BRSrgz7Kpg 4.1-12 7-11-13 12-1-10 4-1-12 3-10-1 4-1-13 2x4 II 3x4 = 5x6 = A7x10 = B C D Scale=1:25.9 I / vN �i � U x 1 J G K L F 7x8 = M N H 5x8 = 8x10 = E 5x8 = t 4-1-12 7.11-13 12.1-10 4-1-12 3-10-1 4-1-13 Plate olxsets(X Y}i( dge.aa a1.Io:a2-112.0-1-1 02-8,ao-0]�0.2 0,a4J��:o�-o.o�l-s1�[H:o-2-s:ao-o1 LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/defl Lid J PLATES GRIP TCLL 25.0 Plate Grip DOL 1.1 13. 5 TC 0.28 Vert(LL) -0.04 F-G >999 240 MT20 1971144 (Roof Snow=2 Lumber DOL 1.15 BC 0.69 Vert(CT) -0.08 F-G >999 180 TCDL 13.0 Rep Stress Incr NO WB 0.69 Horz(CT) 0.01 E n/a n/a BCLL 10,0 BCDL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:162 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins(6-0-0 max.):A-D, except end verticals. BOT CHORD 2x6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2"Except` A-H,D-E:2x6 SPF No.2 REACTIONS. (lb/size) H=5692/0-4-8,E=6104/Mechanical Max Horz H=-81(LC 10) Max Uplift H=-1123(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-H=-4773/1093,A-B=-4081/0,B-C=-4081/0,C-D=-4094/0,D-E=-4771/0 BOT CHORD F-G=0/4094 WEBS A-G=0/5569,B-G=-1664/0,C-F=-1693/0,D-F=0/5590 NOTES- 1)2-ply truss to be connected together with 10d(0.131"xY)nails as follows: Top chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 5)Provide adequate drainage to prevent water ponding. ,� 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. \ AS/ 7)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. N �� 9)Refer to girder(s)for truss to truss connections. 10) Bearing atjoint(s)H considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s)except(jt=lb) 'J C H=1123. �O ,p�.39586 �. 12) Load case(s)1,2,3,8,9,10,11,12,13,14,15,16,17,18,19,20,21,22,23,28,29,30,31,32,33,34,35,36,37,38,39,40,41 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. .ssN 13) Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 �ontfnued on naoe 2 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not , a Truss system-Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling or individual truss web and/or chord members only.Additional temporary and permanent bracing Mire k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and Truss systems,see ANS11FPI1 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bra Industrial Road Bradford,ON,L3Z 3G7 'Job TN&8 7-Type Qty Ply -PAC-3905 172nd St NE-Arlington-WA 191 IIC25 (Flat Girder 1 4 U1351208 2 liob Refer "Agptionai) _ Alliance I russ (CA), Abbotsford,BC-V2S 7P6, &310 s May 222019lill Industries,Ino. TueJun 11 13:59:31 2019 Page 2 I D:rCTm K6iuyDTtyZuzrFbeDzl USd-UgXwt6AT3Plf4yq_oNcjudvLZgsReU7hlB RSrgz7Kpg NOTES- 14) Hangers)or other connection device(s)shall be provided sufficient to support concentrated load(s)1800 lb up at 0-2-12 on top chord,and 482 lb down and 39 lb up at 1-5-4,627 lb down and 104 Ito up at 1-5-4,482 lb down and 39 lb up at 3-5-4,627 lb down and 104 Ito up at 3-5-4,482 lb down and 39 lb up at 5-5-4,627 lb down and 104 lb up at 5-5-4,471 lb down at 7-5-4,627 lb down and 104 lb up at 7-5-4,471 lb down at 9-5-4,627 lb down and 104 lb up at 9-5-4,and 480 lb down at 11-54,and 632 lb down and 99 lb up at 11-5-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-426,E-H=-20 Concentrated Loads(Ib) Vert:1=-1101(F=-627,B=-474)J=-1101(F=-627,B=-474)K=-1101(F=-627,13=474)L=-1091(F=-627,B=-465)M=-1091(F=-627,6=-465)N=-1102(F=-632,B=-470) 2)Dead+0.75 Snow(balanced)+0.75 Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-370,E-H=-35 Concentrated Loads(lb) Vert:A=1350 1=-1089(F=-607,B=-482)J=-1089(F=-607,B=-482)K=-1089(F=-607,121=482)L=-1078(F=-607,B=-471)M=-1078(F=-607,B=-471)N=-1096(F=-616, B=-480) 3)Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:A-D=-201,E-H=-40 Concentrated Loads(lb) Vert:1=-641(F=-350,B=-290)J=-641(F=-350,B=-290)K=-641(F=-350,B=-290)L=-660(F=-350,B=-309)M=-660(F=-350,B=-309)N=-680(F=-361,B=-319) 8)Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-154,E-H=-10 Horz:A-H=12 Concentrated Loads(lb) Vert:A=1800 1=124(F=94,13=29)J=124(F=94,B=29)K=124(F=94,13=29)L=8(F=94,B=-87)M=8(F=94,B=-87)N=2(F=92,B=-89) 9)Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-154,E-H=-10 Horz:A-l5 Concentrated Loads(lb) Vert:A=1800 I=124(F=94,B=29)J=124(F=94,6=29)K=124(F=94,13=29)L=8(F=94,B=-87)M=8(F=94,B=-87)N=2(F=92,B=-89) 10) Dead+0-6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-180,E-H=-20 Horz:A-1-11=20 Concentrated Loads(lb) Vert:A=1800 I=144(F=104,B=39)J=144(F=104,B=39)K=144(F=104,13=39)L=28(F=104,B=-77)M=28(F=104,B=-77)N=17(F=99,B=-82) 11) Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-180,E-H=-20 Horz:A-H=-7 Concentrated Loads(lb) Vert:A=1800 1=144(F=104,B=39)J=144(F=104,B=39)K=144(F=104,13=39)L=28(F=104,B=-77)M=28(F=104,B=-77)N=17(F=99,B=-62) 12) Dead+0.6 MWFRS Wind(Pos.Internal)1 st Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-154,E-H=-10 Horz:A-H=10 Concentrated Loads(lb) Vert:A=1800 I=124(F=94,B=29)J=124(F=94,B=29)K=124(F=94,13=29)L=8(F=94,B=-87)M=8(F=94,6=-87)N=2(F=92, B=-89) 13) Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-154,E-H=-10 Horz:A-H=-14 Concentrated Loads(Ib) Vert:A=1800 I=124(F=94,B=29)J=124(F=94,B=29)K=124(F=94,B=29)L=8(F=94,6=-87)M=8(F=94,B=-87)N=2(F=92, B=-89) 14) Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-154,E-H=-10 Horz:A-H=10 Concentrated Loads(lb) Vert:A=1800 1=124(F=94,B=29)J=124(F=94,B=29)K=124(F=94,13=29)L=8(F=94,B=-87)M=8(F=94,B=-87)N=2(F=92, 6=-89) 15) Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-154,E-H=-10 Horz:A-H=-14 Concentrated Loads(lb) Vert:A=1800 1=124(F=94,B=29)J=124(F=94,13=29)K=124(F=94,B=29)L=8(F=94,B=-87)M=8(F=94,B=-87)N=2(F=92, B=-89) 16) Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.33,Plate Increase=1,33 At WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev.1010312015 BEFORE USE. Design valid For use only with MiTek®connectors,This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mel, is always required for stability and to prevent collapse with possible personal injury and property damage_ For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPl1 Ouallty Crlferia,DSB-89 and BCSI Building Component 100 Industrial Road -11 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job TrussType Qly iPly pAC-3905 172nd St NE-Arlington-WA U1351206 25191 C25 (Flat Girder 7 1 / _ b Reference Lgpth Mu I) Alliance Truss (CA), Abbotsford,BC-V2S 7M, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:59:31 2019 Page 3 I D:rCTmK6iuyDTt_yZuzrFbeDzl U Sd-UgXwt6AT3Plf4yq_oNcjudvLZgsReU 7hIB RSrgz7 Kpg LOAD CASE(S) Standard Uniform Loads(plf) Vert:A-D=-180,E-H=-20 Horz:A-H=18 Concentrated Loads(lb) Vert:A=1800 1=144(F=104, 3=39)J=144(F=104,B=39)K=144(F=104,B=39)L=28(F=104,B=-77)M=28(F=104,B=-77)N=17(F=99,6=-82) 17) Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-180,E-H=-20 Horz:A-H=-6 Concentrated Loads(Ib) Vert:A=1800 1=144(F=104,B=39)J=144(F=104,B=39)K=144(F=104,B=39)L=28(F=104,B=-77)M=28(F=104,B=-77)N=17(F=99,B=-82) 18) Dead+Uninhabitable Attic Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:A-D=-201,E-H=-40 Concentrated Loads(lb) Vert:1=-661(F=-350,B=-311)J=-661(F=-350,B=-311)K=-661(F=-350,B=-311)L=-660(F=-350,B=-309)M=-660(F=-350,B=-309)N=-680(F=-361,B=-319) 19) Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-354,E-H=-35 Horz:A-H=15 Concentrated Loads(Ib) Vert:A=1350 1=67(F=56,13=11)J=67(F=56,B=11)K=67(F=56,13=11)L=-21(F=56,B=-77)M=-21(F=56,B=-77)N=-31(F=51,B=-82) 20) Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-354,E-H=-35 Horz:A-H=-5 Concentrated Loads(lb) Vert:A=1350 1=67(F=56,B=11)J=67(F=56,13=11)K=67(F=56,B=11)L=-21(F=56,B=-77)M=-21(F=56,B=-77)N=-31(F=51,B=-82) 21) Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-354,E-H=-35 Horz:A-H=14 Concentrated Loads(lb) Vert:A=13501=67(F=56, 3=11)J=67(F=56,B=11)K=67(F=56,13=11)L=-21(F=56,B=-77)M=-21(F=56,B=-77)N=-31(F=51,B=-82) _ 22) Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-354,E-H=-35 Horz:A-H=4 Concentrated Loads(lb) Vert:A=13501=67(F=56,13=11)J=67(F=56,B=11)K=67(F=56,B=11)L=-21(F=56,B=-77)M=-21(F=56,B=-77)N=-31(F=51,B=-82) 23) Dead+Minimum Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-416,E-H=-20 Concentrated Loads(lb) Vert:1=-1101(F=-627,B=-474)J=-1101(F=-627,13=474)K=-1101(F=-627,B=-474)L=-1091(F=-627,13=465)M=-1091(F=-627,B=-465)N=-1102(F=-632, B=-470) 28) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-154,E-H=-10 Horz:A-H=12 Concentrated Loads(lb) Vert:A=1800 1=-424(F=-229,B=-196)J=424(F=-229,B=-196)K=-424(F=-229,B=-196)L=-469(F=-229,B=-241) M=-469(F=-229,B=-241)N=-476(F=-231,B=-245) 29) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-154,E-H=-10 Horz:A-H=-15 Concentrated Loads(lb) Vert:A=1800 1=424(F=-229,B=-196)J=-424(F=-229,B=-196)K=-424(F=-229,B=-196)L=469(F=-229,6=-241) M=-469(F=-229,B=-241)N=476(F=-231,B=-245) 30) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-180,E-H=-20 Horz:A-H=20 Concentrated Loads(Ib) Vert:A=1800 1=-404(F=-219,B=-186)J=-404(F=-219,B=-186)K=-404(F=-219,B=-186)L=-449(F=-219,B=-231) M=-449(F=-219,B=-231)N=-462(F=-224,B=-238) 31) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-180,E-H=-20 Horz:A-H=-7 Concentrated Loads(lb) Vert:A=1800 1=-404(F=-219,B=-186)J=-404(F=-219,B=-186)K=-404(F=-219,B=-186)L=449(F=-219,B=-231) M=-449(F=-219,B=-231)N=-462(F=-224,B=-238) 32) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.33,Plate Increase=1.33 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek@ connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system_Before use,The building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mire k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss sType Qty Ply -PAC-3905172ndSt NE-Adinglon-WA U1351208 25191 C25 Flat Girder 1 I i 2 Job Reference Soptional) Atlianoe Truss (CA), Abbotsford,BC-V2S 7P8, 8.310 s May 22 2019 Mi7ek Industries,Ino. Tue Jun 11 13:59:31 2019 Page 4 1 D:rCTmK6i uyDTtyZuzrFbeDzl U Sd-UgXwt6AT3P If4yq_oN cjudvLZgsReU 7h1B RS rgz7Kpg LOAD CASE(S) Standard Uniform Loads(plf) Vert:A-D=-154,E-H=-10 Horz:A-H=10 Concentrated Loads(lb) Vert:A=1800 1=-424(F=-229,B=-196)J=-424(F=-229,B=-196)K=424(F=-229,B=-196)L=-469(F=-229,B=-241)M=-469(F=-229,B=-241)N=-476(F=-231, B=-245) 33)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-154,E-H=-10 Horz:A-H=-14 Concentrated Loads(Ib) Vert:A=1800 1=-424(F=-2'G9,B=-196)J=-424(F=-229,B=-196)K=-424(F=-229,B=-196)L=-469(F=-229,B=-241)M=-469(F=-229,B=-241)N=-476(F=-231, B=-245) 34) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-154,E-H=-10 Horz:A-H=10 Concentrated Loads(Ib) Vert:A=1800 1=-424(F=-229,B=-196)J=-424(F=-229,B=-196)K=-424(F=-229,B=-196)L=-469(F=-229,B=-241)M=-469(F=-229,B=-241)N=-476(F=-231, B=-245) 35) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-154,E-H=-10 Horz:A-H=-14 Concentrated Loads(lb) Vert:A=18D0 1=-424(F=-229,B=-196)J=-424(F=-229,B=-196)K=-424(F=-229,B=-196)L=469(F=-229,B=-241)M=469(F=-229,B=-241)N=-476(F=-231, B=-245) 36) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-'180,E-H=-20 Horz:A-H=18 Concentrated Loads(Ib) Vert:A=1800 1=-404(F=-219,B=-186)J=-404(F=-219,B=-186)K=404(F=-219,B=-186)L=449(F=-219,B=-231)M=-449(F=-219,B=-231)N=-462(F=-224, B=-238) 37)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loodo(plf) Vert:A-D=-180,E-H=-20 Horz:A-H=-6 Concentrated Loads(lb) Vert:A=1800 1=-404(F=-219,B=-186)J=-404(F=-219,B=-186)K=-404(F=-219,B=-186)L=-449(F=-219,B=-231)M=449(F=-219,B=-231)N=-462(F=-224, B=-238) 38) Reversal:Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-354,E-H=-35 Horz:A-H=15 Concentrated Loads(lb) Vert:A=1350 1=-835(F=445,B=-391)J=-835(F=-445,B=-391)K=-835(F=-445,B=-391)L=-858(F=445,13=413) M=-858(F=445,B=-413)N=-878(F=-454,13=424) 39) Reversal:Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.33 ,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-354,E-H=-35 Horz:A-H=-5 Concentrated Loads(lb) Vert:A=1350 1=-835(F=445,B=-391)J=-835(F=445,B=-391)K=-835(F=445,B=-391)L=-858(F=-445,13=413) M=-858(F=-445,B=-413)N=-878(F=454,13=424) 40) Reversal:Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-354,E-H=-35 Horz:A-H=14 Concentrated Loads(lb) Vert:A=1350 1=-835(F=-445,B=-391)J=-835(F=-445,B=-391)K=-835(F=-445,B=-391)L=-858(F=-445,B=-413) M=-858(F=445,B=-413)N=-878(F=-454,B=-424) 41)Reversal:Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-354,E-H=-35 Horz:A-H=-4 Concentrated Loads(lb) Vert:A=1350 1=-835(F=-445,B=-391)J=-835(F=445,B=-391)K=-835(F=-445,B=-391)L=-858(F=-445,13=413) M=-858(F=-445,B=-413)N=-878(F=-454,B=-424) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.1WO312015 BEFORE USE. Design valid for use only with MITekO connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system,Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the T Mek.l Fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?Pff Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 truss Type Qty iply 7 AC-3905 172nd St NE-Arlington-WA I U1351209 25191 IC26 (GABLE 1 1 1 Job Reference optlonal AIMUM Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 fill Industries,Inc. Tue Jun 11 13:59:34 2019 Page 1 I D:rCTm K6iuyDTt_yZuzrFbeDzl U Sd-u FC2V7CM M KgDxPZZT W 9QW FXiCtrmrwU7R9g6S?z7Kpd I-1-10-8 I 27-1-8 28-0-12 1-10-8 27-1-6 0'-1 1-4 3x4 11 Scale=1:62-7 4x8 3x6 %O O M i u K ..i x7 4.1212 FG 4 7 cS+ E /' 7 % D� 3x4 5 C �- -1-� 11 17 f 40 I 4x7 f 1e7�� 7x16 = AE AD AC AB AA Z Y X W V U T S R 3x4 = 4x4 = 45 47 I— 27-1.8 — 27-1-8 Plate Offsets(X.Y)— [B:0.3-15,Edge),[B:0-0-5,Edge),_[B:1-4-3.0-1-8),(c:0-2-0.0-0.121..[D:0 2-0,0.0.41,.(G:0-1-13,0-0-12),_[K:0-2A10-0-8j,_(P:0-3-0,0-2-0),[P:0-04,0-34) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP •TCLL 25.0 Plate Grip DOL 1.1 13. 5 TC 0.90 Vert(LL) 0.01 Q n/r 120 MT20 197/144 (Roof Snow=2 Lumber DOL 1.15 BC 0.78 Vert(CT) 0.00 Q n/r 120 TCLL 13.0 Rep Stress Incr NO WB 0.33 Horz(CT) 0.15 R n/a n/a BCDL 10.0 *BCDL 10:0 Code IBC2015/TP12014 Matrix-S Weight:224 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-3-12 oc purlins, B-L:2x4 SPF 21 OOF 1.8E except end verticals. BOT CHORD 2x4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 2-5-12 oc bracing. B-X:2x4 SPF 210OF 1.8E WEBS 1 Row at midpt P-R,O-S WEBS 2x8 SPF 1950F 1.7E*Except* P-R:2x4 SPF No.2 OTHERS 2x4 SPF No.2 WEDGE Left:2x4 SP No.3 REACTIONS. All bearings 27-1-8. (lb)- Max Horz B=304(LC 37) Max Uplift All uplift 100 Ib or less at joint(s)R,T,U.V,W,Y,Z,AA,AB except S=-133(LC 37),AD=-404(LC 45),B=-2381(LC 37) Max Grav All reactions 250 lb or less at joints)AC,AE except R=352(LC 21), S=399(LC 30),T=354(LC 21),U=351(LC 21),V=311(LC 21),W=266(LC 1),Y=268(LC 21),Z=268(LC 1),AA=261(LC 21),AB=294(LC 1),AD=648(LC 30),B=2623(LC 58) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-C=-9018/8768,C-D=-7437/7224,D-E=-6698/6519,E-F=-6085/5915,F-H=-5406/5254, 1-14=4728/4592,I-J=-4049/3929,J-K=-3371/3266,K-M=-2692/2603,M-N=-2013/1940, N-O=-1335/1278,O-P=-698/656,P-R=-338/69 BOT CHORD B-AE=-8374/8371,AD-AE=-7048/7061,AC-AD=-6710/6717,AB-AC=-6151/6158, AA-AB=-5531/5536,Z-AA=-4911/4914,Y-Z=-4290/4293,W-Y=-3670/3672,V-W=-3050/3051, U-V=-242912431,T-U=-1809/1810,S-T=-1189/1189,R-S=-5681568 WEBS O-S=-303/135,N-T=-315/32,M-U=-311/31,K-V=-271/30,E-AB=-256/34,C-AD=-693/410 J�1` GARC. NOTES- Cl�Nns<<�� 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI(TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 'qjy 2Q$86 Q� 4)Unbalanced snow loads have been considered for this design. pfi 5)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs b• �+lSl l:lt' non-concurrent with other live loads. SS1C NAl 6)All plates are 1.5x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 2-0-0 oc. June 14,2019 hinabeen desi ned for a 10.0 DO bottom chord live load nonconcurrent with any other live bads. AWARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11011-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only.Additional temporary and permanent bracing Mire i(is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bra Industrial Road Bradford,ON,L3Z 3G7 J b (Truss s Type Oty !Ply PAC-3905 172nd St NE-Arlington-WA U1351209 �25191 {C2e I4tM E 1 1 I � I IJWY Reference Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:59:34 2019 Page 2 I D:rCTmK6i uyDTtyZuzrFbeDzl USd-u FC2V7CMM KgDxPZZT W 9QW FXiCtrmrwU7 R9g6S?z7Kpd NOTES- 10)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 11)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)R,T,U,V.W,Y,Z,AA,AB except Qt=lb)S=133, AD=404,B=2381. 13) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)B. 14)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 27-1-8 for 310.0 plf. 15) No notches allowed in overhang and 11008 from left end and 1104 from right end or 12"along rake from scarf,whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c.maximum between the stacking chords. For edge-wise notching,provide at least one tie plate between each notch. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-P=-114,P-Q=-114,B-R=-20 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors-This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 1009k• fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TP11 Quality Criteria,DSB-99 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314, Bradford,ON,L3Z 3G7 Job Truss )Type City Ply 1 fAC-3905 172nd St NE-Arlington-WA U1351210 25191 C27 Monopitch 3 1 _ Job Reference o�tloflal Aliianne Truss (CA), Abbulsfofd,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:59:35 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-MRmRiTD_6eo4ZZ811 Dgf2T3yiH9EaJxHgpPg_Rz7Kpc -1-10-8 6-5-0 12-0-8 17-8-0 23-6-0 28-0-12 1-10-8 6-5-0 5-7-8 5-7-8 5-10-0 4-6-12 4.12 112 H n�6e=1:5Z.0 2x4 G 4x4 4x6 E F /l 3x4 \ rn v 1,5x4 � . L K J R S l ' 3x4 = 3x5 = 4x4 = 3x5 = 3x6 = &3 8 15.9.E 23-6-0 28-0-12 r I 8-3-8 7-6-0 T-$8 4-fr12 ' Plate Offsets(X,Y}--_Baca o-e o 0 oL.[�0 3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL) -0.20 I-J >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.95 Vert(CT) -0:34 L-O >817 180 TCDL 13.0 Rep Stress Incr YES WB 0.63 Horz(CT) 0.06 1 n/a n/a BCLL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:104 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2"Except' TOP CHORD Structural wood sheathing directly applied or 2-11-8 oc purlins, A-E:2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2"Except` WEBS 1 Row at midpt G-I,F-I G-I,F-1:2x4 SPF No.2 REACTIONS. (lb/size) H=116/Mechanical,1=1364/0-5-8.B=1257/0-5-8 Max Horz B=303(LC 10) Max Uplift H=REL,1=-287(LC 14),B=-119(LC 10) Max Grav H=186(LC 21),1=1638(LC 21),B=1286(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-C=-2644/168,C-D=-2374/120,D-F=-1265/10,G-1=-714/246 BOT CHORD B-L=420/2472,J-L=-271/1655,I-J=-118/864 WEBS C-L=-487/160,D-L=-62/793,D-J=-795/198,F-J=-68/955,F-1=-1242/179 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ,fir N GARC�� will fit between the bottom chord and any other members,with BCDL=10.Opsf. AS 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=lb) �^ 1=287,B=119. 10) "A"indicates Released bearing:allow for upward movement at joint(s)H. 39.586. k� G�', roc%fSTGR�� `av June 14,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown.and Is for an individual building component,not a truss syslem.Before use,the building designer must vmily the applicability of design parameters and prop"Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11 Pl1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss ;s Type Oty IPIy \-PAC-3905 172nd St NE-Arlington-WA U1351211 25191 iC27A Monoplich 2 1 I_ I IJ b Reference(optional) Alliance Truss (CA). Abbotsford,SC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:59:36 2019 Page 1 I D:rCTmK6i uyDTt_yZuzrFbeDzl USd-gdKpwpDctywxAjjybwC u bec7fhVvJm70vT9DWtz7Kpb 1-1 o-a 6-6-0 12.).8 17-" 23-" 28 0 12 1-B 6-5-0 5-7-a 5-7-8 i 5-10-0 I 4-6-12 H_ 4.12 12 - =1:520 1 � 7xG 44 / 4x6 R I E F 3x4 t q' D 4x6 = c6 1.5x4 C -lam i 0 = LN M to L K J S T 3x6 3x4 = 3x4 = 4x4 = 4x5 = = 8 3 B 15-" 23.6.0 28-0-12 r 8-3-8 7-6-0 7-8-8 4-6-12—� Plate Offsets(X,Y)— [11:0-1-12.04-81e.�•Edge_L_[RO-1-12.0.2-0].IG:o-3-12..0-4-0] [I:Edge.O4-01,_J:o 2-0,0-1-12J1[M:0-3-0.0-2'dj- -- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.52 Vert(LL) -0.17 L-P >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.92 Vert(CT) -0.33 L-P >829 180 TCDL 13.0 Rep Stress Incr YES WB 0.64 Horz(CT) -0.06 H n/a n/a BCLL 10.0 * Code IBC2015/TPI2014 Matrix-MS Weight:116 lb FT=20% SCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 3-0-6 oc purlins, A-E:2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2*Except* WEBS 1 Row at midpt F-I G-I,F-1:2x4 SPF No.2 OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) H=126/Mechanical,B=1232/0-5-8,M=1370/0-3-8 Max Horz B=303(LC 10) Max Uplift H=REL,B=-113(LC 10),M=-297(LC 14) Max Grav H=203(LC 21),B=1256(LC 3),M=1641(LC 21) FORCES. (lb)-Max.Comp,/Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-2556/147,C-D=-2286/99,D-F=-1167/0,I-M=-112/1027,G-M=-722/244 BOT CHORD B-L=-400/2388,J-L=-251/1566,I-J=-99/775 WEBS C-L=-486/161,D-L=-61/801,D-J=-799/195,F-J=-71/934,F-1=-1185/190 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. GAR(, 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide S AS/ will fit between the bottom chord and any other members,with BCDL=10.Opsf. U� 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8)Refer to girder(s)for truss to truss connections. 7 9)Bearing at joint(s)M considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) B=113.M=297. �S+ 9. 11)"A"indicates Released bearing:allow for upward movement at joint(s)H. i 586 ��uISTL•6 �SS�O N AL J'�� June 14,2019 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek@ connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall /� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing " iTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TP11 quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 ijob TTUSS Type ty Pl y r ,PAC-3905 172nd St NE-Arlington-WA U1351212 25191 IC28 Monopitch 3 1 IJob Reference(optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:59:37 2019 Page 1 I D:rCTmK6iuyDTt_yZuzrFbeDzl U Sd-IquB79EEeF2ootl89ej7Bu9HE5tG2BFZ76um3Jz7Kpa 6-5-0 12-0-8 17-8-0 23-6-0 28-0-12 6-5-0 5-7-8 5-7-8 5-10-0 4-6-12 4.12 112 / f1:51.6 2x4 I / j F 4x4 4x6 P D E aA 3x4 % \ v I o, r C-// 9.66 1.5x4 B N P, i of 92 K J I Q R H 3x6 = 3x4 = 3x5 = 4x4 = 3x5 = e_" 15-9-8 25-" 28 012 8 8. 741-0 7 8 8 ( 4.6-12 Plate Offsets(X,Y)-- [C:0-1-12,0-1-8),[D:0-3Plate Offsets -- [Q0-1-12,0-1 [D:0-3-O,Edge,[E:0-1-12,0-2-0),[I:0-2-0,0-1-12),[E:0-1-121,0-2-0),[I:0-2-0,0-1-12) LOADING (psf) SPACING- 2-0-0 I CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 I TC 0.59 Vert(LL) -0.20 H-1 >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.33 K-N >847 180 TCDL 13.0 Rep Stress Incr YES WB 0.64 Horz(CT) -0.06 G nie We BCDL 10.0 BCDL 10.0 Code IBC2015/TP12014 I Matrix-MS Weight:102 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2"Except' TOP CHORD Structural wood sheathing directly applied or 2-9-10 oc purlins, A-D:2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2"Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. A-J:2x4 SPF 210OF 1.8E WEBS 1 Row at midpt F-H,E-H WEBS 2x3 SPF No.2*Except* F-H,E-H:2x4 SPF No.2 REACTIONS. (lb/size) G=117/Mechanical,H=1368/0-5-8,A=1109/0-5-8 Max Horz A=278(LC 10) Max Uplift G=REL,H=-288(LC 10),A=-59(LC 10) Max Grav G=185(LC 21),H=1620(LC 21),A=1161(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-B=-2678/183,B-C=-2404/133,C-E=-1267/12,F-H=-697/246 BOT CHORD A-K=-435/2506,I-K=-276/1664,H-1=-120/863 WEBS B-K=-501/166,C-K=-72/820,C-1=-808/202,E-1=-70/961,E-H=-1241/182 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. S�P� GAR% 6)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. �'ASf 7)Refer to girder(s)for truss to truss connections. 7�� 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)A except Qt=lb) H=288. 9)"A"indicates Released bearing:allow for upward movement at joint(s)G. - 3956 "GlSTIt SS�4NALf;'``C June 14,2019 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mit-7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer musk verify the applicability of design parameters and properly incorporate this design into the overall /�building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the "iTek' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 tJob tug s Type Qty Ply -PAC-3905 172nd St NE-Arlington-WA I2511H �28A 1 M I U 1351213 ur1[pllldl 1 IJOb Reference_�Optionali Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:59:38 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-mOSZLVFsPZAfQOtKiLEMg5hRDVAU neSjM meKbmz7KpZ 6-5-0 12-O-B 17-8-0 23-6-0 28-0-12 r- 6-5-0 5-7-8 5-7-8 5-10-0 4-6-12 I G ��' } 4.12 12 lawe= :51.6 11 7x8 f F _ '- 44 4x6 7�:- E —� ce I 4x6 = eo °' i 1 1.5x4 � � \.\ . + B/ \\\� 1/ \.\ t - \ 4x8 = ' M L K J I R 5 H 3x5 3x4 = 3x4 = 4x4 = 4x5 = = I 8-3-8 1S." + 23." 29.0-12 8+48 7-6-0 74-8 4-6-12 Plate Offsets 0-1 8JD:o.3-o.Edgej,_(E o-1-12,a2 01;.[F.0 3-12,0+01._IH:Edge,0-2- :0.2-00,0-1-921..L[ 0-2-12 -0 - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Weft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.64 Vert(LL) -0.19 K-O >999 240 MT20 197/144 (Roof Snow=2 D 13. Lumber DOL 1.15 BC 0.98 Vert(CT) -0.36 K-0 >756 180 BCLL 10.0 Rep Stress Incr YES I WB 0.65 HorZ(CT) -0.06 G n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:114 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2'Except" TOP CHORD Structural wood sheathing directly applied or 2-8-8 oc purlins. A-D:2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2*Except* WEBS 1 Row at midpt E-H F-H,E-H:2x4 SPF No.2 OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) G=126/Mechanical,A=1084/0-5-8,L=1376/0-3-8 Max Horz A=278(LC 10) Max Uplift G=REL,A=-53(LC 10),L=-299(LC 10) Max Grav G=201(LC 21),A=1131(LC 3),L=1625(LC 21) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-B=-2593/162,B-C=-2317/111,C-E=-1168/0,H-L=-114/1027,F-L=-706/244 BOT CHORD A-K=-415/2428,I-K=-255/1575,H-1=-101/775 WEBS B-K=-506/167,C-K=-71/830,C-1=-811/199,E-1=-73/940,E-H=-1185/192 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 5)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. j�?v GAR(- 6)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7)Refer to girder(s)for truss to truss connections. 8)Bearing at joint(s)L considers parallel to grain value using ANSIlTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. �� �n• O 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)A except(jt=lb) L=299. 10)"A"indicates Released bearing:allow for upward movement at joint(s)G. �? k�.39586.,�� SS/ONALC'�� June 14,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TP11 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N,Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss Type City Ply `-PAC-3905 172nd St NE-Arlington-WA I U1351214 E25191 C29 HALF HIP GIRDER 1 L _ - - -_-- - - ---_____ _-- 3 Job Reference{o lionai Alliance Truss (CA), Abbolslord,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:59:40 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzl USd-jPaKIBG7xAQNfK1jgmGglWnoilul FVvOg47Rgez7KpX 5.5.12 ( 64-12 12 Q 0 16-10-14 20-1-7 23-6-0 5-5-12 3-2-1 34-4 4-10.14 3-2-9 34-9 5x6 = 3.4 S9ale=1:40.5 6x8 = E F G 4.12 j12 5x8 D 3x4 / `•\ %�, 1\ CLi - �t I / O y N M L K S J T l U V W 5x16 2x4 3x4 = 6x10 MT18HS = H 12x12 = 10x12 = 6x8 = 600 MT18HS = 3.44 6.10-12 12-0-0 16-10-14 23-6-0 3-4-3 3-" 5-14 4.10-14 6-7-2 PlsteAllsets_(x vr_fa:as-0,Edg.�,�o:01-12.0.2-o1,.[D:o-3 0,0-1-12. EC-3-0,0-2-12 0-2-12,0-2q,[rl:o-2-12,a2-12h[K:o-".0,0.01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.58 Vert(LL) -0.22 K-M >999 240 MT20 1971144 (Roof Snow=2 TCDL 13.3.0 Lumber DOL 1.15 BC 0.90 Vert(CT) -0.41 K-M >681 180 MT18HS 197/144 Rep Stress Incr NO WB 0.84 Horz(CT) 0.11 H n/a n/a BCLL 10.0 BCDL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:454 lb FT=20 LUMBER- BRACING- TOP CHORD 2x6 SPF 210OF 1.8E'Except" TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, E-G:2x6 SPF No.2 except end verticals,and 2-0-0 oc purlins(6-0-0 max.):E-G. BOT CHORD 2x6 SPF 210OF 1.8E*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. J-L:2x10 DF SS WEBS 2x4 SPF No.2"Except" G-H:2x6 SPF No.2,D-K:2x8 SPF 1950F 1.7E REACTIONS. (lb/size) A=945710-5-8,H=10294/0-5-8 Max Horz A=167(LC 60) Max Uplift H=-473(LC 10) Max Grav A=9823(LC 29),H=10334(LC 29) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-B=-26537/0,B-C=-25799/0,C-D=-22051/0,D-E=-10560/0,E-F=-1000210,G-H=-278/25 BOT CHORD A-N=0/25011,M-N=0/25429,K-M=0/23208,I-K=0/20599,H-1=0/5105 WEBS B-M=-1941/0,C-M=0/1952,C-K=-3346/0,D-K=0/11109,D-1=-13574/0,E-1=0/2944, F-1=0/10299,F-H=-10263/0,B-N=-587/383 NOTES- 1)3-ply truss to be connected together with 10d(0.131"xY)nails as follows:' Top chords connected as follows:2x6-2 rows staggered at 0-7-0 oc. Bottom chords connected as follows:2x6-3 rows staggered at 0-5-0 oc,200-4 rows staggered at 04-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc,2x8-4 rows staggered at 0-4-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)MWF SS(en(envelope)gable lend zone and C-C Exterior(2)zone;cantilever eft and right ex0 GA posed;end vertical left exposed C C for F\VASE/ members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1,33 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 5)Unbalanced snow loads have been considered for this design. 6)Provide adequate drainage to prevent water ponding. 7)All plates are MT20 plates unless otherwise indicated. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 39.586 will fit between the bottom chord and any other members,with BCDL=10.Opsf. �J� SA V. ��CV 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. t 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) �r�� r�s\ H=473. June 14,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.10/03/2015 BEFORE USE, !� Design valid for use only with MiTekO connectors,This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 11I�is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MffQk• fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI1TPl1 quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Streel,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 ,Job Truss s Type city -PAC-3905 172nd St NE-Arlington-WA �Ply U1351214 25491 IC29 HALF HIP GIRDER 1 1 b Referemn 1 Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:59:40 2019 Page 2 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-jPaKIBG7xAQNfK 1 jgmGgl W not I u I FVvOg47Rgez7KpX NOTES- 12)Load case(s)1,2,3,4,5,10,11,12,13.14,15,16,17,18,19,20,21,22,23,24,25,26,27,28,29,30,31,32,33,34,35,36,37,38.39,40.41,42,43,44,45,46,47, 48.49,50,51,52,53,54.55,60,61,62,63,64,65,66.67.68,69,70,71,72.73,74,75.76,77,78,79.80,81 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1800 lb up at 12-0-0 on top chord,and 8240 Ito down at 12-0-0,1138 lb down and 155 lb up at 14-0-0,1274 lb down and 159 lb up at 16-0-0,1101 to down and 162 lb up at 18-0-0,729 lb down and 125 to up at 20-0-0.and 729 to down and 125 lb up at 22-0-0,and 902 lb down and 875 Ib up at 23-3-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow-(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-426,D-E=-76,E-G=-76,A-H=-20 Concentrated Loads(lb) Vert:H=-224(B)K=-8240(B)S=-1138(B)T=-1274(B)U=-1093(B)V=-725(B)W=-725(B) 2)Dead+0.75 Snow(balanced)+0.75 Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-370,D-E=-64,E-G=-64,A-H=-35 Concentrated Loads(Ib) Vert:H=-823(B)K=-7320(B)D=1350 S=-1135(13)T=-1237(B)U=-1101(B)V=-729(13)W=-729(B) 3)Dead+0.75 Snow(Unbal.Left)+0.75 Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-370,D-R=-64,E-R=-70,E-G=-37,A-H=-35 Concentrated Loads(lb) Vert:H=-823(B)K=-7320(B)D=1350 S=-1135(8)T=-1237(B)U=-1101(B)V=-729(B)W=-729(B) 4)Dead+0.75 Snow(Unbal.Right)+0,75 Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-344,D-E=-37,E-G=-78,A-H=-35 Concentrated Loads(lb) Vert:H=-823(B)K=-7320(B)D=1350 S=-1135(B)T=-1237(B)U=-1101(B)V=-729(B)W=-729(B) 5)Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1,25 Uniform Loads(plf) Vert:A-D=-201,D-E=-26,E-G=-26,A-H=-40 Concentrated Loads(lb) Vert:H=-142(B)K=-4700(B)S=-711(B)T=-711(R)U=-711(B)V=-470(R)W=-470(B) 10) Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase='1.33,Plate Increase=%33 Uniform Loads(plf) Vet C A-D=-154,D-E=21,E-G=21.A-H=-10 Horz:A-E=-29 Concentrated Loads(Ib) Vert:H=870(B)K=-2836(B)D=1800 S=145(B)T=149(B)U=152(B)V=115(B)W=115(B) 11) Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-163,D-E=12,E-G=21,A-H=-10 Horz:A-E=-20 Concentrated Loads(Ib) Vert:H=870(B)K=-2836(B)D=1800 S=145(B)T=149(B)U=152(B)V=115(B)W=115(B) 12) Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-180,D-E=-5,E-G=-5,A-H=-20 Horz:A-E=-21 Concentrated Loads(lb) Vert:H=875(B)K=-2826(B)D=1800 S=155(B)T=159(B)U=162(B)V=125(B)W=125(B) 13)Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-189,D-E=-14,E-G=-5,A-H=-20 Horz:A-E=-12 Concentrated Loads(Ib) Vert:H=875(B)K=-2826(B)D=1800 S=155(B)T=159(B)U=162(B)V=125(B)W=125(B) 14) Dead+0.6 MWFRS Wind(Pos.Internal)1 st Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-154,D-E=21,E-G=8,A-H=-10 Horz:A-E=-29 Concentrated Loads(lb) Vert:H=870(B)K=-2836(B)D=1800 S=145(B)T=149(B)U=152(B)V=115(B)W=115(B) 15) Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-167,D-E=8,E-G=8,A-H=-10 Horz:A-E=-17 Concentrated Loads(lb) Vert:H=870(B)K=-2836(B)D=1800 S=145(B)T=149(B)U=152(B)V=115(B)W=115(B) 16) Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-154,D-E=21,E-G=B,A-H=-10 Horz:A-E=-29 Concentrated Loads(lb) Vert:H=870(B)K=-2836(B)D=1800 S=145(B)T=149(B)U=152(B)V=115(B)W=115(B) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPl1 quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job t4S5 Type ty IPIy AC 3905 172nd St NE-Arlington-WA U1351214 25191 C29 !HALF HIP GIRDER i fOb Reference(o Wnal AlUance Truss (CA), AbbWard,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Induebles,Inc. Tue Jun 11 13:59:40 2019 Page 3 ID:rCTmK6iuyDTtyZuzrFbeDzl USd-j PaKI BG7xAQNfK1jgmGgl W not lu I FVvOg47 Rgez7KpX LOAD CASE(S) Standard 17) Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-167,D-E=B,E-G=8,A-H=-10 Horz:A-E=-17 Concentrated Loads(lb) Vert:H=870(B)K=-2836(B)D=1800 S=145(B)T=149(B)U=152(B)V=115(B)W=115(B) 18) Dead+0.6 MWFRS Wind(Neg.Internal)1 st Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-180,D-E=-5,E-G=-18,A-H=-20 Horz:A-E=-21 Concentrated Loads(lb) Vert:H=875(B)K=-2826(B)D=1800 S=155(B)T=159(B)U=162(B)V=125(B)W=125(B) 19) Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1,33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-193,D-E=-18,E-G=-18,A-H=-20 Horz:A-E=-B Concentrated Loads(lb) Vert:H=875(B)K=-2826(B)D=1800 S=155(B)T=159(B)U=162(6)V=125(B)W=125(B) 20) Dead+Snow(Unbal.Left):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-426,D-R=-76,E-R=-84,E-G=-41,A-H=-20 Concentrated Loads(Ib) Vert:H=-224(B)K=-8240(B)S=-1138(B)T=-1274(B)U=-1093(B)V=-725(B)W=-725(B) 21) Dead+Snow(Unbal.Right):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-391,D-E=-41,E-G=-96,A-H=-20 Concentrated Loads(lb) Vert:H=-224(B)K=-8240(B)S=-1138(B)T=-1274(B)U=-1093(B)V=-725(B)W=-725(B) 22) Dead+Uninhabitable Attic Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:A-D=-201,D-E=-26,E-G=-26,A-H=-40 Concentrated Loads(lb) Vert:H=-130(B)K=4700(B)S=-711(B)T=-711(B)U=-711(B)V=-470(B)W=-470(B) 23) Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0,75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-354,D-E=-48,E-G=-48,A-H=-35 Horz:A-E=-16 Concentrated Loads(Ib) Vert:H=559(B)K=-2826(B)D=1350 S=69(B)T=72(B)U=74(B)V=63(B)W=63(B) 24) Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plo Vert:A-D=-361,D-E=-55,E-G=-48,A-H=-35 Horz:A-E=-9 Concentrated Loads(lb) Vert:H=559(B)K=-2826(B)D=1350 S=69(B)T=72(B)U=74(B)V=63(13)W=63(B) 25) Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-354,D-E=-48,E-G=-57,A-H=-35 Horz:A-E=-16 Concentrated Loads(lb) Vert:H=559(B)K=-2826(B)D=1350 S=69(B)T=72(B)U=74(B)V=63(B)W=63(B) 26) Dead+0.75 Snow(bal.)+0,75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-364,D-E=-57,E-G=-57,A-H=-35 Horz:A-E=-6 Concentrated Loads(lb) Vert:H=559(B)K=-2826(B)D=1350 S=69(B)T=72(B)U=74(B)V=63(B)W=63(B) 27) Dead+Minimum Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-376,D-E=-26,E-G=-66,A-H=-20 Concentrated Loads(lb) Vert:H=-224(B)K=-8240(B)S=-1138(B)T=-1274(8)U=-1093(B)V=-725(B)W=-725(B) 28) 3rd Unbal.Dead+Snow(balanced)+Parallel:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-391,D-E=-41,E-G=-114,A-H=-20 Concentrated Loads(lb) Vert:H=-224(B)K=-8240(B)S=-1138(B)T=-1274(B)U=-1093(B)V=-725(B)W=-725(6) 29)4th Unbal.Dead+Snow(balanced)+Parallel:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-Q=-426,D-Q=-464,D-E=-114,E-G=41,A-H=-20 Concentrated Loads(Ib) Vert:H=-224(B)K=-8240(B)S=-1138(B)T=-1274(B)U=-1093(B)V=-725(B)W=-725(6) 30) 5th Unbal.Dead+0.75 Snow(balanced)+0.75 Uninhab.Attic Storage+Parallel:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-344,D-E=-37,E-G=-92,A-H=-35 finnad on nano A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1GV0312015 BEFORE USE. Design valid for use only with MiTek@ connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 1 building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ffiQk• fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 IJob Truss a Type Qty 'Ply -PAC-3905 172nd St NE-Arlington-WA U1351214 I25191 C29 HALF HIP GIRDER 1 q l J :Job Reference o lioral) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:59:40 2019 Page 4 I D:rCTmK6iuyDTtyZuzrFbeDzl U Sd-jPaKIBG7xAQNfK1jgmGgl W not lul FVvOg47 Rgez7KpX LOAD CASE(S) Standard Concentrated Loads(lb) Vert:H=-823(B)K=-7320(B)D=1350 S=-1135(B)T=-1237(B)U=-1101(B)V=-729(B)W=-729(B) 31) 6th Unbal.Dead+0.75 Snow(balanced)+0.75 Uninhab.Attic Storage+Parallel:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-Q=-370,D-Q=-399,D-E=-92,E-G=-37,A-H=-35 Concentrated Loads(Ib) Vert:H=-823(B)K=-7320(B)D=1350 S=-1135(B)T=-1237(B)U=-1101(B)V=-729(B)W=-729(B) 32) 7th Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Left)+Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-328,D-E=-22,E-G=-77,A-H=-35 Horz:A-E=-16 Concentrated Loads(lb) Vert:H=559(B)K=-2826(B)D=1350 S=69(B)T=72(B)U=74(B)V=63(B)W=63(B) 33) 8th Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Left)+Parallel:Lumber Increase=1.33,Plate Increase=1,33 Uniform Loads(plf) Vert:A-Q=-354,D-Q=-383,D-E=-77,E-G=-22,A-H=-35 Horz:A-E=-16 Concentrated Loads(lb) Vert:H=559(8)K=-2826(B)D=1350 S=69(B)T=72(B)U=74(B)V=63(B)W=63(B) 34) 9th Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Right)+Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-335,D-E=-29,E-G=-77,A-H=-35 Horz:A-E=-9 Concentrated Loads(Ib) Vert:H=559(B)K=-2826(B)D=1350 S=69(B)T=72(B)U=74(B)V=63(B)W=63(B) 35) 10th Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Right)+Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-Q=-361,D-Q=-390,D-E=-84,E-G=-22,A-H=-35 Horz:A-E=-9 Concentrated Loads(lb) Vert:H=559(B)K=-2826(B)D=1350 S=69(B)T=72(B)U=74(B)V=63(B)W=63(B) 36) 11th Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)1 st Parallel):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-328,D-E=-22,E-G=-86,A-H=-35 Horz:A-E=-16 Cunuenhdlud Ludds(lb) Vert:H=559(B)K=-2826(B)D=1350 S=69(B)T=72(B)U=74(B)V=63(B)W=63(B) 37) 12th Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-Q=-354,D-Q=-383,D-E=-77,E-G=-31,A-H=-35 Horz:A-E=-16 Concentrated Loads(lb) Vert:H=559(B)K=-2826(B)D=1350 S=69(B)T=72(B)U=74(B)V=63(B)W=63(B) 38) 13th Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-337,D-E=-31,E-G=-86,A-H=-35 Horz:A-E=-6 Concentrated Loads(lb) Vert:H=559(B)K=-2826(B)D=1350 S=69(B)T=72(B)U=74(B)V=63(B)W=63(B) 39) 14th Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0,75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-Q=-364,D-Q=-392,D-E=-86,E-G=-31,A-H=-35 Horz:A-E=-6 Concentrated Loads(Ib) Vert:H=559(B)K=-2826(B)D=1350 S=69(B)T=72(B)U=74(B)V=63(B)W=63(B) 40) 15th Unbal.Dead+Minimum Snow+Parallel:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-391,D-E=-41,E-G=-114,A-H=-20 Concentrated Loads(Ib) Vert:H=-224(B)K=-8240(B)S=-1138(B)T=-1274(B)U=-1093(B)V=-725(B)W=-725(B) 41) 16th Unbal.Dead+Minimum Snow+Parallel:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-Q=-426,D-Q=-464,D-E=-114,E-G=-41,A-H=-20 Concentrated Loads(lb) Vert:H=-224(B)K=-8240(B)S=-1138(B)T=-1274(B)U=-1093(B)V=-725(B)W=-725(B) 42) Reversal:Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-426,D-E=-76,E-G=-76,A-H=-20 Concentrated Loads(lb) Vert:H=-85(B)K=-3966(B)S=-503(B)T=-503(B)U=-503(B)V=-336(B)W=-336(B) 43) Reversal:Dead+0.75 Snow(balanced)+0.75 Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-370,D-E=-64,E-G=-64,A-H=-35 Concentrated Loads(lb) Vert:H=511(B)K=-3966(B)D=1350 S=-503(B)T=-503(B)U=-503(B)V=-336(B)W=-336(B) Con1}rtt�en Dose 5 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10103,12015 BEFORE USE, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mire k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 Quality Criteria,DSB-99 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Inslitute,218 N.Lee Street,Suite 312,Alexandria,VA 22314, Bradford,ON,L3Z 3G7 1Job 'Truss Typo aty !Ply 'PAC-M5172nd St NE-Arlington•WA 1 I l25191 C29 HALF HIP GIRDER 1 U1351214 3 Job Reference(optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industnes.Inc. Tuts Jun 11 13:59:40 2019 Page 5 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-jPaKIBG7xAQNfKljgmGgl Wnoilul FVvOg47Rgez7KpX LOAD CASES) Standard 44) Reversal:Dead+0.75 Snow(Unbal.Left)+0.75 Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-370,D-R=-64,E-R=-70,E-G=-37,A-H=-35 Concentrated Loads(lb) Vert:H=511(B)K=-3966(B)D=1350 S=-503(B)T=-503(B)U=-503(B)V=-336(B)W=-336(B) 45) Reversal:Dead+0.75 Snow(Unbal.Right)+0.75 Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-344,D-E=-37,E-G=-78,A-H=-35 Concentrated Loads(lb) Vert:H=511(B)K=-3966(B)D=1350 S=-503(B)T=-503(B)U=-503(B)V=-336(B)W=-336(B) 46) Reversal:Dead+Snow(Unbal.Left):Lumber Increase=1.15.Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-426,D-R=-76,E-R=-84,E-G=-41,A-H=-20 Concentrated Loads(lb) Vert:H=-85(B)K=-3966(B)S=-503(B)T=-503(B)U=-503(B)V=-336(B)W=-336(B) 47) Reversal:Dead+Snow(Unbal.Right):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-391,D-E=-41,E-G=-96,A-H=-20 Concentrated Loads(lb) Vert:H=-85(B)K=-3966(B)S=-503(B)T=-503(B)U=-503(B)V=-336(B)W=-336(B) 48) Reversal:Dead+Uninhabitable Attic Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:A-D=-201,D-E=-26,E-G=-26,A-H=-40 Concentrated Loads(lb) Vert:H=-85(B)K=-391 S=-503(B)T=-503(B)U=-503(B)V=-336(B)W=-336(B) 49) Reversal:Dead+Minimum Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-376,D-E=-26,E-G=-66,A-H=-20 Concentrated Loads(lb) Vert:H=-85(B)K=-3966(B)S=-503(B)T=-503(B)U=-503(B)V=-336(B)W=-331 50) Reversal:3rd Unbal.Dead+Snow(balanced)+Parallel:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-391,D-E=-41,E-G=-114,A-H=-20 Concentrated Loads(lb) Vert:H=-85(B)K=-3966(B)S=-503(B)T=-503(B)U=-503(B)V=-336(B)W=-336(B) 51) Reversal:4th Unbal.Dead+Snow(balanced)+Parallel:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-Q=-426,D-Q=464,D-E=-114,E-G=-41,A-H=-20 Concentrated Loads(lb) Vert:H=-85(B)K=-3966(B)S=-503(B)T=-503(B)U=-503(B)V=-336(B)W=-336(B) 52) Reversal:5th Unbal.Dead+0.75 Snow(balanced)+0.75 Uninhab.Attic Storage+Parallel:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-344,D-E=-37,E-G=-92,A-H=-35 Concentrated Loads(Ib) Vert:H=51l(B)K=-3966(B)D=1350 S=-503(B)T=-503(B)U=-503(B)V=-336(B)W=-336(B) 53) Reversal:6th Unbal.Dead+0.75 Snow(balanced)+0.75 Uninhab.Attic Storage+Parallel:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-Q=-370,D-Q=-399,D-E=-92,E-G=-37,A-H=-35 Concentrated Loads(lb) Vert:H=511(B)K=-3966(B)D=1350 S=-503(B)T=-503(B)U=-503(B)V=-336(B)W=-336(B) 54) Reversal:15th Unbal.Dead+Minimum Snow+Parallel:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-391,D-E=-41,E-G=-114,A-H=-20 Concentrated Loads(lb) Vert:H=-85(B)K=-3966(B)S=-503(B)T=-503(B)U=-503(B)V=-336(B)W=-336(B) 55) Reversal:16th Unbal.Dead+Minimum Snow+Parallel:Lumber Increase=1.15,Plate Increase=1,15 Uniform Loads(plf) Vert:A-Q=-426,D-Q=-464,D-E=-114,E-G=41,A-H=-20 Concentrated Loads(lb) Vert:H=-85(B)K=-3966(B)S=-503(B)T=-503(B)U=-503(B)V=-336(B)W=-336(B) 60) Reversal:Dead+0.6 MWFRS Wind(Pas.Internal)Left:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-154,D-E=21,E-G=21,A-H=-10 Horz:A-E=-29 Concentrated Loads(lb) Vert:H=-902(B)K=-3286(B)D=1800 S=-453(B)T=-452(B)U=452(B)V=-303(B)W=-303(B) 61) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-163,D-E=12,E-G=21,A-H=-10 Horz:A-E=-20 Concentrated Loads(lb) Vert:H=-902(B)K=-3286(B)D=1800 S=453(B)T=-452(B)U=-452(B)V=-303(B)W=-303(B) 62) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.33,Plate Increase=1.33 Cninfinnod on nano A '&WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. - Design valid for use only with MiTek®connectors,This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability or design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the MOW W fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSYTP11 Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N-Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Tress s Type Qty Ply -PAC-3905 172nd St NE-Arlington-WA 25191 C20 !HALF HIP GIRDER I U1351214 3 I ob Reference(01210rf»!) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:59:402019 Page 6 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-jPaKIBG7xAQNfKIjgmGgl W not lu I FVvOg47Rgez7KpX LOAD CASE(S) Standard Uniform Loads(plf) Vert:A-D=-180,D-E=-5,E-G=-5,A-H=-20 Horz:A-E=-21 Concentrated Loads(lb) Vert:H=-897(B)K=-3276(B)D=1800 S=-443(B)T=-442(B)U=-442(B)V=-293(B)W=-293(B) 63) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-189,D-E=-14,E-G=-5,A-H=-20 Horz:A-E=-12 Concentrated Loads(lb) Vert:H=-897(B)K=-3276(B)D=1800 S=-443(B)T=442(B)U=442(B)V=-293(B)W=-293(B) 64) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)1 st Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-154,D-E=21,E-G=8,A-H=-10 Horz:A-E=-29 Concentrated Loads(lb) Vert:H=-902(B)K=-3286(B)D=1800 S=-453(B)T=452(B)U=452(B)V=-303(B)W=-303(B) 65)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-167,D-E=8,E-G=8,A-H=-10 Horz:A-E=-17 Concentrated Loads(lb) Vert:H=-902(B)K=-3286(B)D=1800 S=-453(B)T=-452(B)U=452(B)V=-303(B)W=-303(B) 66) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-154,D-E=21,E-G=8,A-H=-10 Horz:A-E=-29 Concentrated Loads(lb) Vert:H=-902(B)K=-3286(B)D=1800 S=-453(B)T=452(B)U=-452(B)V=-303(B)W=-303(B) 67) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1,33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-167,D-E=B,E-G=8,A-H=-10 Horz:A-E=-17 Concentrated Loads(Ib) Vert:H=-902(B)K=-3286(B)D=1800 S=453(B)T=452(B)U=452(B)V=-303(B)W=-303(B) b8) Reversal:Uead+U.b MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-180,D-E=-5,E-G=-18,A-H=-20 Horz:A-E=-21 Concentrated Loads(lb) Vert:H=-897(6)K=-3276(B)D=1800 S=-443(B)T=442(B)U=-442(B)V=-293(B)W=-293(B) 69) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-193,D-E=-18,E-G=-18,A-H=-20 Horz:A-E=-8 Concentrated Loads(lb) Vert:H=-897(B)K=-3276(B)D=1800 S=-443(B)T=-442(B)U=-442(B)V=-293(B)W=-293(B) 70) Reversal:Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-354,D-E=-48,E-G=-48,A-H=-35 Horz:A-E=-16 Concentrated Loads(lb) Vert:H=-787(B)K=-5913(B)D=1350 S=-928(B)T=-1004(B)U=-890(B)V=-593(B)W=-593(B) 71) Reversal:Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.33 ,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-361,D-E=-55,E-G=-48,A-H=-35 Horz:A-E=-9 Concentrated Loads(Ib) Vert:H=-787(B)K=-5913(B)D=1350 S=-928(B)T=-1004(B)U=-890(B)V=-593(B)W=-593(B) 72) Reversal:Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-354,D-E=-48,E-G=-57,A-H=-35 Horz:A-E=-16 Concentrated Loads(lb) Vert:H=-787(6)K=-5913(B)D=1350 S=-928(B)T=-1004(B)U=-890(B)V=-593(B)W=-593(B) 73) Reversal:Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-364,D-E=-57,E-G=-57,A-H=-35 Horz:A-E=-6 Concentrated Loads(lb) Vert:H=-787(B)K=-5913(B)D=1350 S=-928(B)T=-1004(B)U=-890(B)V=-593(B)W=-593(B) AWARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web andfor chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,1-3Z 3G7 +Ijob TRW _`Type CAY 'Ply AC 3905 172nd St NE-AdInWon-WA U1351214 125191 C29 HALF HIP GIRDER 1 I 3 W b Refetence1optionalj II Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:59:40 2019 Page 7 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-jPa KIBG7xAQN fK1 jgmGgl W not I u I FVvOg47Rgez7KpX LOAD CASE(S) Standard 74) Reversal:7th Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Left)+Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-328,D-E=-22,E-G=-77,A-H=-35 Horz:A-E=-16 Concentrated Loads(lb) Vert:H=-787(B)K=-5913(B)D=1350 S=-928(B)T=-1004(B)U=-890(B)V=-593(B)W=-593(B) 75) Reversal:8th Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Left)+Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-Q=-354,D-Q=-383,D-E=-77,E-G=-22,A-H=-35 Horz:A-E=-16 Concentrated Loads(lb) Vert:H=-787(B)K=-5913(B)D=1350 S=-928(B)T=-1004(B)U=-890(B)V=-593(B)W=-593(B) 76) Reversal:9th Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Right)+Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-335,D-E=-29,E-G=-77,A-H=-35 Horz:A-E=-9 Concentrated Loads(lb) Vert:H=-787(B)K=-5913(B)D=1350 S=-928(B)T=-1004(B)U=-890(B)V=-593(B)W=-593(B) 77) Reversal:10th Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Right)+Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-Q=-361,D-Q=-390,D-E=-84,E-G=-22,A-H=-35 Horz:A-E=-9 Concentrated Loads(lb) Vert:H=-787(B)K=-5913(B)D=1350 S=-928(B)T=-1004(B)U=-890(B)V=-593(B)W=-593(B) 78) Reversal:11th Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-328,D-E=-22,E-G=-86,A-H=-35 Horz:A-E=-16 Concentrated Loads(lb) Vert:H=-787(B)K=-5913(B)D=1350 S=-928(B)T=-1004(B)U=-890(B)V=-593(B)W=-593(B) 79) Reversal:12th Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-Q=-354,D-Q=-383,D-E=-77,E-G=-31,A-H=-35 Horz:A-E=-16 Concentrated Loads(lb) Vert:H=-787(B)K=-5913(B)D=1350 S=-928(B)T=-1004(B)U=-890(B)V=-593(B)W=-593(B) 80)Reversal:13th Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-337,D-E=-31,E-G=-86,A-H=-35 Horz:A-E=-6 Concentrated Loads(lb) Vert:H=-787(B)K=-5913(B)D=1350 S=-928(B)T=-1004(B)U=-890(B)V=-593(B)W=-593(B) 81)Reversal:14th Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel): Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-Q=-364,D-Q=-392,D-E=-86,E-G=-31,A-H=-35 Horz:A-E=-6 Concentrated Loads(lb) Vert:H=-787(B)K=-5913(B)D=1350 S=-928(B)T=-1004(B)U=-890(B)V=-593(8)W=-593(B) A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicaled is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI1`TPl1 qualify Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job truss s Type Qty Ply -PAC-3905 172nd St NE-Arlington-WA U1351215 25191 C30 Monopitch Girder 1 q J Job Reference liWtal Allionco Trucc (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc.Tue Jun 11 13,59.,44 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl U Sd-bApgbYKd?Pxp8xKU3cLmwMxPjvDsB N I bki5epPz7KpT 5-4-4 10.0.13 14-7-7 17.11-14 20 8-7 22-11-8 S-4 4 5 4 8 1 3-10-11 3-4-7 2-8-10 2-3-1 Scale=1:40.6 5x6 = 2x4 I' 4.12 12 5x6 = ' E F G T rl 5x12 S is w 0.25 12 D 7x10 MT18HS = �' 7 \•\� o' 5x10 = 4x12 A R B iJ //• �� %� \ i T Q U P V O W N X M Y L Z K J AA AB I AC AD _ H 6x8 11 7x16 3x7 I 4x5 = 2x4 4xl0 MT18HS = 6x8 = 4x10 MT18HS = 6xl0 MT18HS = 2x4 2-9-6 5-4-4 8-1-0 10-&13. ,11-10.9 14-7.7 17.11-14 22-11.8 ~ 2-94 2-6.14 j 2-8.12 2-7-12 1-1.1�-8.14 34-T 4-11-10 Plate Offsets(X,Y)-- (A:0-3-4,0.2-0),[B:0-6-0,0-1-12],[C:0-5-4,0-4-0],[D:0-5-14,0-1-12],[E:0-3-0,0-2-12],[F:0-2-4,0-2-0],[H:Edge,0-1-12],[I:0-2.0,0.2-4),[L:0-2-13.0-2-81, N[ .0-1-12.0-2.01,[f.1:0.4-12,0-1A LOADING (psf) I SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.96 Vert(LL) -0.37 M >733 240 MT20 197/144 (Roof Snow=25.3. ! Lumber DOL 1.15 BC 0.98 Veit(CT) -0.71 M-N >379 180 MT18HS 197/144 TCDL 13.0 Rep Stress Incr NO WB 0.62 Horz(CT) 0.11 H n/a n/a BCLL 10.0 Code IBC2015/TP12014 I Matrix-MS Weight:386 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2"Except' TOP CHORD Structural wood sheathing directly applied or 2-10-4 oc purlins, A-C:2x6 SPF 210OF 1.8E except end verticals,and 2-0-0 oc purlins(6-0-0 max.):E-G. BOT CHORD 2x6 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2*Except* A-Q:2x6 SPF No.2,A-P,D-L:2x4 SPF 210OF 1.8E REACTIONS. (lb/size) Q=8120/0-5-8,H=8260/Mechanical Max Horz Q=119(LC 11) Max Uplift Q=-1372(LC 10) FORCES. (lb)-Max.Comp./Max,Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-Q=-7569/1326,A-B=-15402/2517,B-C=-31605/2300,C-D=-27437/0,D-E=-8848/0, E-F=-8153I0,G-H=-470/0 BOT CHORD P-Q=-378/865,O-P=-4363127144,N-0=4363/27144,M-N=-320/33089,L-M=-298/33095, J-L=0/16474,I-J=0/16474,H-1=0/3987 WEBS A-P=-2538/16085,B-P=-13208/1966,B-0=-647/2418,B-N=015947,C-N=-3123/0, C-L=-11671/730,D-L=-683/13374,D-J=-103/1267,D-1=-10645/0.E-1=-246/1533, F-1=0/7635,F-H=-8304/0,C-M=-373/63 NOTES- 1)3-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x6-2 rows staggered at 0-4-0 oc,2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-3 rows staggered at 0-4-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc,Except member L-C 2x4-1 row at 0-7-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(8)face in the LOAD CASE(S)section.Ply to (,N GAI?C. ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. C \'A,S/ 3)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; \O 1f MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right �> exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 �s 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 5)Unbalanced snow loads have been considered for this design. 6)Provide adequate drainage to prevent water ponding. 7)All plates are MT20 plates unless otherwise indicated. 39586 t 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��j �r/. /S-l.���� `. 9)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Refer to girder(s)for truss to truss connections. 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Ot=lb) June 14,2019 rn ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall {�building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeK• is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 'Job rc,3000 -3s Type Qly Ply k-PAC-3905 172nd St NE-Arlington-WA 25191 Monopltch Girder 1 U1351215 3 Wob Reference_�optiona)� _ ____ _ Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MITek Industries,Inc. Tue Jun 11 13:59:44 2019 Page 2 I D:rCTmK6iuyDTtyZuzrFbe Dzl USd-bApgbYKd?PxpBxKU 3cLmwMxPjvDs BN I bki5epPz7KpT NOTES- 13) Load case(s)1,2,3,4,5,10,11,12.13,14.15,16.17.18.19,20.21,22,23,24.25,26,27,28,29,30,31,32,33,34,35,36,37,38,39,40,41,42,43,44,45,46,47, 48,49,54,55,56,57,58,59,60.61,62,63,64.65,66,67.68,69,70.71,72.73,74,75 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 14)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1800 lb up at 5-4-4 on top chord,and 707 lb down and 124 lb up at 2-0-12,537 lb down and 84 lb up at 4-0-12.2565 Ito down and 867 lb up at 5-5-13,537 lb down and 82 Ib up at 7-5-0,537 lb down and 82 Ib up at 9-5-0,537 lb down and 82 lb up at 11-5-0,537 lb down and 82 lb up at 13-5-0,537 lb down and 82 lb up at 15-5-0,537 lb down and 82 lb up at 17-5-0,and 537 lb down and 82 lb up at 19-5-0,and 537 lb down and 82 lb up at 21-5-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-B=-76,B-C=-426,C-E=426,E-G=426,H-Q=-20 Concentrated Loads(lb) Vert:0=-2565(F)U=-707(F)V=-537(F)W=-537(F)X=-537(F)Y=-537(F)Z=-537(F)AA=-537(F)AB=-537(F)AC=-537(F)AD=-537(F) 2)Dead+0.75 Snow(balanced)+0.75 Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-B=-64,B-C=-370,C-E=-370,E-G=-370,H-Q=-35 Concentrated Loads(lb) Vert:B=1350 0=-1299(F)U=-680(F)V=-536(F)W=-536(F)X=-536(F)Y=-536(F)Z=-536(F)AA=-536(F)AB=-536(F)AC=-536(F)AD=-536(F) 3)Dead+0.75 Snow(Unbal.Left)+0.75 Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-B=-64,B-C=-370,C-S=-370,E-S=-374,E-G=-343,H-Q=-35 Concentrated Loads(lb) Vert:B=1350 0=-1299(F)U=-680(F)V=-536(F)W=-536(F)X=-536(F)Y=-536(F)Z=-536(F)AA=-536(F)AB=-536(F)AC=-536(F)AD=-536(F) 4)Dead+0.75 Snow(Unbal.Right)+0.75 Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-B=-37,B-C=-344,C-E=-344,E-G=-385,H-Q=-35 Concentrated Loads(lb) Vert:B=1350 0=-1299(F)U=-680(F)V=-536(F)W=-536(F)X=-536(F)Y=-536(F)Z=-536(F)AA=-536(F)AB=-536(F)AC=-536(F)AD=-536(F) 5)Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:A-B=-26,B-C=-201,C-E=-201,E-G=-201,H-Q=-40 Concentrated Loads(lb) Vert:0=-1357(F)U=403(F)V=-343(F)W=-343(F)X=-343(F)Y=-343(F)Z=-343(F)AA=-343(F)AB=-343(F)AC=-343(F)AD=-343(F) 10)Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-B=21,B-C=-154,C-E=-154,E-G=-154,H-Q=-10 Horz:A-Q=12,A-C=-29,C-E=-29,G-H=15 Concentrated Loads(lb) Vert:B=1800 0=857(F)U=114(F)V=74(F)W=72(F)X=72(F)Y=72(F)Z=72(F)AA=72(F)AB=72(F)AC=72(F)AD=72(F) 11) Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-B=8,B-C=-167,C-E=-163,E-G=-154,H-Q=-10 Horz:A-Q=-15,A-C=-17,C-E=-20,G-H=-12 Concentrated Loads(lb) Vert:B=1800 0=857(F)U=114(F)V=74(F)W=72(F)X=72(F)Y=72(F)Z=72(F)AA=72(F)AB=72(F)AC=72(F)AD=72(F) 12) Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-B=-5,B-C=-180,C-E=-180,E-G=-180,H-Q=-20 Horz:A-Q=20,A-C=-21,C-E=-21,G-H=7 Concentrated Loads(lb) Vert:B=1800 0=867(F)U=124(F)V=84(F)W=82(F)X=82(F)Y=82(F)Z=82(F)AA=82(F)AB=82(F)AC=82(F)AD=82(F) 13) Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-B=-18,B-C=-193,C-E=-189,E-G=-180,H-Q=-20 Horz:A-Q=-7,A-C=-8,C-E=-12,G-H=-20 Concentrated Loads(Ib) Vert:B=1800 0=867(F)U=124(F)V=84(F)W=82(F)X=82(F)Y=82(F)Z=82(F)AA=62(F)AB=82(F)AC=82(F)AD=82(F) 14) Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-B=21,B-C=-154,C-E=-154,E-G=-167,H-Q=-10 Horz:A-Q=10,A-C=-29,C-E=-29,G-H=14 Concentrated Loads(lb) Vert:B=1800 0=857(F)U=114(F)V=74(F)W=72(F)X=72(F)Y=72(F)Z=72(F)AA=72(F)AB=72(F)AC=72(F)AD=72(F) 15) Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-B=8,B-C=-167,C-E=-167,E-G=-167,H-Q=-10 Horz:A-Q=-14,A-C=-17,C-E=-17,G-H=-10 Concentrated Loads(lb) Vert:B=1800 0=857(F)U=114(F)V=74(F)W=72(F)X=72(F)Y=72(F)Z=72(F)AA=72(F)AB=72(F)AC=72(F)AD=72(F) 16) Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-B=21,B-C=-154,C-E=-154,E-G=-167.H-Q=-10 Horz:A-Q=10,A-C=-29,C-E=-29,G-H=14 Concentrated Loads(lb) Vert:B=1800 0=657(F)U=114(F)V=74(F)W=72(F)X=72(F)Y=72(F)Z=72(F)AA=72(F)AB=72(F)AC=72(F)AD=72(F) AOA WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE Ml1-7473 rev.10/03/2015 BEFORE USE. .*R Design valid For use only with MiTek®connectors.This design is based only upon parameters shown,and is For an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling or individual truss web and/or chord members only.Additional temporary and permanent bracing i'Viii-e Ec is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPl1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Slreel,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 [Job Tntss Type Qty Ply--T 1AC-3905 172nd St NE-Arlington-WA I25191 IC30 II U1351215 fMorrlopildl Girder I1 _ Job Reference(oetionall Alliance Truss (CA), Abbotsford,BC-V2157P6, 8.310 s May 22 2019 MiTek Industries,Itia,Tue Jun 1113:59:44 2019 Page 3 I D:rCTmK6iuyDTt_rZuzrFbeDzl USd-bApq bYKd?Pxp8xKU 3cLmwMxPjvDsBN I bki5epPz7KpT LOAD CASE(S) Standard 17) Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-B=8,B-C=-167,C-E=-167,E-G=-167,H-Q=-10 Horz:A-Q=-14,A-C=-17,C-E=-17,G-H=-10 Concentrated Loads(Ib) Vert:B=1800 0=857(F)U=114(F)V=74(F)W=72(F)X=72(F)Y=72(F)Z=72(F)AA=72(F)AB=72(F)AC=72(F)AD=72(F) 18) Dead+0.6 MWFRS Wind(Neg.Internal)1 st Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-B=-5,B-C=-180,C-E=-180,E-G=-193,H-Q=-20 Horz:A-Q=18,A-C=-21,C-E=-21,G-H=6 Concentrated Loads(lb) Vert:B=1800 0=867(F)U=124(F)V=84(F)W=82(F)X=82(F)Y=82(F)Z=82(F)AA=82(F)AB=82(F)AC=82(F)AD=82(F) 19) Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-B=-18,B-C=-193,C-E=-193,E-G=-193,H-Q=-20 Horz:A-Q=-6,A-C=-8,C-E=-8,G-H=-18 Concentrated Loads(lb) Vert:B=1800 0=867(F)U=124(F)V=84(F)W=82(F)X=82(F)Y=82(F)Z=82(F)AA=82(F)A13=82(F)AC=82(F)AD=82(F) 20) Dead+Snow(Unbal.Left):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-B=-76,B-C=-426,C-S=426,E-S=-431,E-G=-391,H-Q=-20 Concentrated Loads(Ib) Vert:0=-2565(F)U=-707(F)V=-537(F)W=-537(F)X=-537(F)Y=-537(F)Z=-537(F)AA=-537(F)AB=-537(F)AC=-537(F)AD=-537(F) 21) Dead+Snow(Unbal.Right):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-B=-41,B-C=-391,C-E=-391,E-G=-447,H-Q=-20 Concentrated Loads(lb) Vert:0=-2565(F)U=-707(F)V=-537(F)W=-537(F)X=-537(F)Y=-537(F)Z=-537(F)AA=-537(F)AB=-537(F)AC=-537(F)AD=-537(F) 22) Dead+Uninhabitable Attic Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plo Vert:A-13=-26,B-C=-201,C-E=-201,E-G=-201,H-Q=-40 Concentrated Loads(Ib) Vert:0=-1357(F)U=-403(F)V=-343(F)W=-343(F)X=-343(F)Y=-343(F)Z=-343(F)AA=-343(F)AB=-343(F)AC=-343(F)AD=-343(F) 23)Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lurrlber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vei L A-6--48,B-C--354,C-E--354,E-0--354,H-Q--35 Horz:A-Q=15,A-C=-16,C-E=-16,G-H=5 Concentrated Loads(lb) Vert:B=1350 0=375(F)U=66(F)V=41(F)W=40(F)X=40(F)Y=40(F)Z=40(F)AA=40(F)AB=40(F)AC=40(F)AD=40(F) 24) Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0,6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-13=-57,B-C=-364,C-E=-361,E-G=-354,H-Q=-35 Horz:A-Q=-5,A-C=-6,C-E=-9,G-H=-15 Concentrated Loads(lb) Vert:8=1350 0=375(F)U=66(F)V=41(F)W=40(F)X=40(F)Y=40(F)Z=40(F)AA=40(F)AB=40(F)AC=40(F)AD=40(F) 25) Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-13=48,B-C=-354,C-E=-354,E-G=-364,H-Q=-35 Hors:A-Q=14,A-C=-16,C-E=-16,G-11=4 Concentrated Loads(lb) Vert:13=1350 0=375(F)U=66(F)V=41(F)W=40(F)X=40(F)Y=40(F)Z=40(F)AA=40(F)A13=40(F)AC=40(F)AD=40(F) 26) Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads(plf) Vert:A-B=-57,B-C=-364,C-E=-364,E-G=-364,H-Q=-35 Horz:A-Q=-4,A-C=-6,C-E=-6,G-H=-14 Concentrated Loads(Ib) Vert:B=1350 0=375(F)U=66(F)V=41(F)W=40(F)X=40(F)Y=40(F)Z=40(F)AA=40(F)AB=40(F)AC=40(F)AD=40(F) 27) Dead+Minimum Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-B=-66,B-C=-416,C-E=-376,E-G=-416,H-Q=-20 Concentrated Loads(lb) Vert:0=-2565(F)U=-707(F)V=-537(F)W=-537(F)X=-537(F)Y=-537(F)Z=-537(F)AA=-537(F)AB=-537(F)AC=-537(F) AD=-537(F) 28)3rd Dead+0.75 Snow(Unbal.Left)+0.75 Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-B=-37,B-C=-344,C-S=-370,E-S=-374,E-G=-343,H-Q=-35 Concentrated Loads(Ib) Vert:B=1350 0=-1299(F)U=-680(F)V=-536(F)W=-536(F)X=-536(F)Y=-536(F)Z=-536(F)AA=-536(F)AB=-536(F) AC=-536(F)AD=-536(F) 29)4th Dead+0.75 Snow(Unbal.Left)+0.75 Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-R=-64,B-R=-75,B-C=-381,C-E=-344,E-G=-343,H-Q=-35 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system,Before use,the building designer must verify the applicability of design parameters and properly incorporate[his design into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personalinjury and property damage. For general guidance regarding the fabrication,slorag0.dahvery !; ,erecimm and bracing of trusses and systems,see ANWnWf Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information avaitable from Truss Plate Institute,218 N.Lae$treet,Suite 312,Alexandria,VA 22314. Bradford,ON,Road 3G7 :Job rcr,"." IT Qty Ply %' C'G3905172nd St NE AAington WA U1351215 25191 IMonopllch Girder 1 3 !Job Reference o tlonal Alliance Truss (CA). Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:59:44 2019 Page 4 ID:rCTmK6iuyDTtyZuzrFbeDzl USd-bApgbYKd?PxpBxKU3cLmwMxPjvDsBNlbki5epPz7KpT LOAD CASE(S) Standard Concentrated Loads(lb) Vert:13=1350 0=-1299(F)U=-680(F)V=-536(F)W=-536(F)X=-536(F)Y=-536(F)Z=-536(F)AA=-536(F)AB=-536(F)AC=-536(F)AD=-536(F) 30)5th Dead+0.75 Snow(Unbal.Right)+0.75 Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-B=-37,B-C=-344,C-T=-380,E-T=-370,E-G=-343,H-Q=-35 Concentrated Loads(lb) Vert:B=1350 0=-1299(F)U=-680(F)V=-536(F)W=-536(F)X=-536(F)Y=-536(F)Z=-536(F)AA=-536(F)AB=-536(F)AC=-536(F)AD=-536(F) 31)6th Dead+0.75 Snow(Unbal.Right)+0.75 Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1,15 Uniform Loads(plf) Vert:A-B=-37,B-C=-344,C-E=-344,E-G=-385,H-Q=-35 Concentrated Loads(lb) Vert:B=1350 0=-1299(F)U=-680(F)V=-536(F)W=-536(F)X=-536(F)Y=-536(F)Z=-536(F)AA=-536(F)AB=-536(F)AC=-536(F)AD=-536(F) 32)7th Unbal.Dead+Snow(balanced)+Parallel:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-13=41,B-C=-391,C-E=-391,E-G=-464,H-Q=-20 Concentrated Loads(Ib) Vert:0=-2565(F)U=-707(F)V=-537(F)W=-537(F)X=-537(F)Y=-537(F)Z=-537(F)AA=-537(F)AB=-537(F)AC=-537(F)AD=-537(F) 33)8th Unbal.Dead+Snow(balanced)+Parallel:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-13=41,B-C=-391,C-E=-464,E-G=-391,H-Q=-20 Concentrated Loads(lb) Vert:0=-2565(F)U=-707(F)V=-537(F)W=-537(F)X=-537(F)Y=-537(F)Z=-537(F)AA=-537(F)AB=-537(F)AC=-537(F)AD=-537(F) 34)9th Unbal.Dead+Snow(Unbal.Left)+Parallel:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-13=41,B-C=-391,C-S=-426,E-S=-431,E-G=-391,H-Q=-20 Concentrated Loads(Ib) Vert:0=-2565(F)U=-707(F)V=-537(F)W=-537(F)X=-537(F)Y=-537(F)Z=-537(F)AA=-537(F)AB=-537(F)AC=-537(F)AD=-537(F) 35) 10th Unbal.Dead+Snow(Unbal.Left)+Parallel:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-R=-76,B-R=-91,B-C=-441,C-E=-391,E-G=-391,H-Q=-20 Concentrated Loads(lb) Vert:0=-2565(F)U=-707(F)V=-537(F)W=-537(F)X=-537(F)Y=-537(F)Z=-537(F)AA=-537(F)AB=-537(F)AC=-537(F)AD=-537(F) 36) 11th Unbal.Dead+Snow(Unbal.Right)+Parallel:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-B=-41,B-C=-391,C-T=439,E-T=-426,E-G=-391,H-Q=-20 Concentrated Loads(lb) Vert:0=-2565(F)U=-707(F)V=-537(F)W=-537(F)X=-537(F)Y=-537(F)Z=-537(F)AA=-537(F)AB=-537(F)AC=-537(F)AD=-537(F) 37) 12th Unbal.Dead+Snow(Unbal.Right)+Parallel:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-B=-41,B-C=-391,C-E=-391,E-G=-447,H-Q=-20 Concentrated Loads(lb) Vert:0=-2565(F)U=-707(F)V=-537(F)W=-537(F)X=-537(F)Y=-537(F)Z=-537(F)AA=-537(F)AB=-537(F)AC=-537(F)AD=-537(F) 38) 13th Unbal.Dead+0.75 Snow(balanced)+0.75 Uninhab.Attic Storage+Parallel:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-B=-37,B-C=-344,C-E=-344,E-G=-399,H-Q=-35 Concentrated Loads(lb) Vert:B=1350 0=-1299(F)U=-680(F)V=-536(F)W=-536(F)X=-536(F)Y=-536(F)Z=-536(F)AA=-536(F)AB=-536(F)AC=-536(F)AD=-536(F) 39) 14th Unbal.Dead+0.75 Snow(balanced)+0.75 Uninhab,Attic Storage+Parallel:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-B=-37,B-C=-344,C-E=-399,E-G=-343,H-Q=-35 Concentrated Loads(lb) Vert: 3=1350 0=-1299(F)U=-680(F)V=-536(F)W=-536(F)X=-536(F)Y=-536(F)Z=-536(F)AA=-536(F)AB=-536(F) AC=-536(F)AD=-536(F) 40) 15th Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Left)+Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-B=-22,B-C=-328,C-E=-328,E-G=-383,H-Q=-35 Horz:A-Q=15,A-C=-16,C-E=-16,G-H=5 Concentrated Loads(Ib) Vert:B=1350 0=375(F)U=66(F)V=41(F)W=40(F)X=40(F)Y=40(F)Z=40(F)AA=40(F)AB=40(F)AC=40(F)AD=40(F) 41) 16th Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Left)+Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-B=-22,B-C=-328,C-E=-383,E-G=-328,H-Q=-35 Horz:A-Q=15,A-C=-16,C-E=-16,G-H=5 Concentrated Loads(lb) Vert:B=1350 0=375(F)U=66(F)V=41(F)W=40(F)X=40(F)Y=40(F)Z=40(F)AA=40(F)AB=40(F)AC=40(F)AD=40(F) 42) 17th Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Right)+Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-B=-31,B-C=-337,C-E=-335,E-G=-383,H-Q=-35 Horz:A-Q=-5,A-C=-6,C-E=-9,G-H=-15 Concentrated Loads(lb) Vert:B=1350 0=375(F)U=66(F)V=41(F)W=40(F)X=40(F)Y=40(F)Z=40(F)AA=40(F)AB=40(F)AC=40(F)AD=40(F) Continued on oaae 5 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiT®k- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the I fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/rPlf quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss 1ss Type Qty Ply A-PAC-3905 172nd St NE-Arlington-WA U1351215 25191 = Morropitch Girder 1 3 IJob Reference tfol>al i Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13.5944 2019 Page 5 I D:rCTmK6ii iyDTty7117rFhe C)711 I S(I-hApgbYKd?PxpBxKLJ 3r.LmwMxPjvDsBN I bki5epP77KpT LOAD CASE(S) Standard 43) 18th Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Right)+Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform I nods(plf) Vert:A-B=-31,B-C=-337,C-E=-390,E-G=-328,H-Q=-35 Horz:A-Q=-5,A-C=-6,C-E=-9,G-H=-15 Concentrated Loads(lb) Vert:B=1350 0=375(F)U=66(F)V=41(F)W=40(F)X=40(F)Y=40(F)Z=40(F)AA=40(F)AB=40(F)AC=40(F)AD=40(F) 44) 19th Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-B=-22,B-C=-328,C-E=-328,E-G=-392,H-Q=-35 Horz:A-Q=14,A-C=-16,C-E=-16,G-H=4 Concentrated Loads(lb) Vert: 3=1350 0=375(F)U=66(F)V=41(F)W=40(F)X=40(F)Y=40(F)Z=40(F)AA=40(F)AB=40(F)AC=40(F)AD=40(F) 45)20th Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-13=-22,B-C=-328,C-E=-383,E-G=-337,H-Q=-35 Horz:A-Q=14,A-C=-16,C-E=-16,G-H=4 Concentrated Loads(lb) Vert:B=1350 0=375(F)U=66(F)V=41(F)W=40(F)X=40(F)Y=40(F)Z=40(F)AA=40(F)AB=40(F)AC=40(F)AD=40(F) 46)21st Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-13=-31,B-C=-337,C-E=-337,E-G=-392,H-Q=-35 Horz:A-Q=-4,A-C=-6,C-E=-6,G-H=-14 Concentrated Loads(lb) Vert:B=1350 0=375(F)U=66(F)V=41(F)W=40(F)X=40(F)Y=40(F)Z=40(F)AA=40(F)AB=40(F)AC=40(F)AD=40(F) 47)22nd Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-B=-31,B-C=-337,C-E=-392,E-G=-337,H-Q=-35 Horz:A-Q=-4,A-C=-6,C-E=-6,G-H=-14 Concentrated Loads(Ib) Vert:B=1350 0=375(F)U=66(F)V=41(F)W=40(F)X=40(F)Y=40(F)Z=40(F)AA=40(F)AB=40(F)AC=40(F)AD=40(F) 48)23rd Unbal.Dead+Minimum Snow+Parallel:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-13=41,B-C=-391,C-E=-391,E-G=-464,H-Q=-20 Concentrated Loads(Ib) Vert:0=-2565(F)U=-707(F)V=-537(F)W=-537(F)X=-537(F)Y=-537(F)Z=-537(F)AA=-537(F)AB=-537(F)AC=-537(F)AD=-537(F) 49)24th Unbal.Dead+Minimum Snow+Parallel:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-13=41,B-C=-391,C-E=-464,E-G=-391,H-Q=-20 Concentrated Loads(lb) Vert:0=-2565(F)U=-707(F)V=-537(F)W=-537(F)X=-537(F)Y=-537(F)Z=-537(F)AA=-537(F)AB=-537(F)AC=-537(F)AD=-537(F) 54) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-13=21,B-C=-154,C-E=-154,E-G=-154,H-Q=-10 Horz:A-Q=12,A-C=-29,C-E=-29,G-H=15 Concentrated Loads(lb) Vert:B=1800 0=115(F)U=-283(F)V=-228(F)W=-227(F)X=-227(F)Y=-227(F)Z=-227(F)AA=-227(F)AB=-227(F)AC=-227(F)AD=-227(F) 55) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-13=8,B-C=-167,C-E=-163,E-G=-154,H-Q=-10 Horz:A-Q=-15,A-C=-17,C-E=-20,G-H=-12 Concentrated Loads(lb) Vert:13=1800 0=115(F)U=-283(F)V=-228(F)W=-227(F)X=-227(F)Y=-227(F)Z=-227(F)AA=-227(F)AB=-227(F) AC-227(F)AD-227(F) 56) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-13=-5,B-C=-180,C-E=-180,E-G=-180,H-Q=-20 Harz:A-Q=20,A-C=-21,C-E=-21,G-H=7 Concentrated Loads(Ib) Vert:13=1800 0=125(F)U=-273(F)V=-218(F)W=-217(F)X=-217(F)Y=-217(F)Z=-217(F)AA=-217(F)AB=-217(F) AC=-217(F)AD=-217(F) 57) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-B=-18,B-C=-193,C-E=-189,E-G=-180,H-Q=-20 Horz:A-Q=-7,A-C=-8,C-E=-12,G-H=-20 Concentrated Loads(lb) Vert:13=1800 0=125(F)U=-273(F)V=-218(F)W=-217(F)X=-217(F)Y=-217(F)Z=-217(F)AA=-217(F)AB=-217(F) AC=-217(F)AD=-217(F) 58) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-13=21,B-C=-154,C-E=-154.E-G=-167,H-Q=-10 Horz:A-Q=10,A-C=-29,C-E=-29,G-H=14 Concentrated Loads(lb) Vert:B=1800 0=115(F)U=-283(F)V=-228(F)W=-227(F)X=-227(F)Y=-227(F)Z=-227(F)AA=-227(F)AB=-227(F) AC=-227(F)AD=-227(F) 59) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.33,Plate Increase=1.33 ,&WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi ek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSYTP11 Quality Criteria,DSB-99 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. 100 Industrial Road Bradford,ON,L3Z 3G7 Job Truss �7ype Qty ply i�Pc 3so5 172nd St NE-Arlington-WA 25191 IC30 Monopitch Girder I U1351215 ( 3 !Job Reference o Harlot Alliance Truss (CA), Ahh0t6fotd,SC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:59:44 2019 Page 6 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-bApgbYKd?Pxp8xKU 3cLmwMxPjvDsBN I bki5epPz7KpT LOAD CASE(S) Standard Uniform Loads(plf) Vert:A-B=8,B-C=-167.C-E=-167,E-G=-167,H-Q=-10 Horz:A-Q=-14,A-C=-17,C-E=-17,G-H=-10 Concentrated Loads(Ib) Vert:13=1800 0=115(F)U=-283(F)V=-228(F)W=-227(F)X=-227(F)Y=-227(F)Z=-227(F)AA=-227(F)AB=-227(F)AC=-227(F)AD=-227(F) 60) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-B=21,B-C=-154,C-E=-154,E-G=-167,H-Q=-10 Horz:A-Q=10,A-C=-29,C-E=-29,G-H=14 Concentrated Loads(D) Vert:B=1800 0=115(F)U=-283(F)V=-228(F)W=-227(F)X=-227(F)Y=-227(F)Z=-227(F)AA=-227(F)AB=-227(F)AC=-227(F)AD=-227(F) 61) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-B=8,B-C=-167,C-E=-167,E-G=-167.H-Q=-10 Horz:A-Q=-14,A-C=-17,C-E=-17.G-H=-10 Concentrated Loads(Ib) Vert:13=1800 0=115(F)U=-283(F)V=-228(F)W=-227(F)X=-227(F)Y=-227(F)Z=-227(F)AA=-227(F)AB=-227(F)AC=-227(F)AD=-227(F) 62) Reversal.Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-13=-5,B-C=-180,C-E=-180,E-G=-193,H-Q=-20 Horz:A-Q=18,A-C=-21,C-E=-21,G-1-1=6 Concentrated Loads(Ib) Vert:B=1800 0=125(F)U=-273(F)V=-218(F)W=-217(F)X=-217(F)Y=-217(F)Z=-217(F)AA=-217(F)AB=-217(F)AC=-217(F)AD=-217(F) 63) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-B=-18,B-C=-193,C-E=-193,E-G=-193,H-Q=-20 Horz:A-Q=-6,A-C=-8,C-E=-8,G-H=-18 Concentrated Loads(Ib) Vert: 3=1800 0=125(F)U=-273(F)V=-218(F)W=-217(F)X=-217(F)Y=-217(F)Z=-217(F)AA=-217(F)AB=-217(F)AC=-217(F)AD=-217(F) 64) Reversal:Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-13=48,B-C=-354,C-E=-354,E-G=-354,H-Q=-35 Horz:A-Q=15,A-C=-16,C-E=-16,G-1-1=5 Concentrated Loads(Ib) Vert:13=1350 0=-1006(F)U=-542(F)V=439(F)W=-438(F)X=-438(F)Y=438(F)Z=-438(F)AA=-438(F)AB=-438(F)AC=-438(F)AD=-438(F) 65) Reversal:Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-B=-57,B-C=-364,C-E=-361,E-G=-354,H-Q=-35 Horz:A-Q=-5,A-C=-6,C-E=-9,G-H=-15 Concentrated Loads(Ib) Vert:13=1350 0=-1006(F)U=-542(F)V=-439(F)W=-438(F)X=-438(F)Y=-438(F)Z=-438(F)AA=-438(F)AB=-438(F)AC=-438(F)AD=-438(F) 66) Reversal:Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg,Int)1st Parallel):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-13=48,B-C=-354,C-E=-354,E-G=-364,H-Q=-35 Horz:A-Q=14,A-C=-16,C-E=-16,G-1-1=4 Concentrated Loads(lb) Vert: 3=1350 0=-1006(F)U=-542(F)V=-439(F)W=-438(F)X=-438(F)Y=438(F)Z=438(F)AA=-438(F)AB=438(F)AC=-438(F)AD=438(F) 67) Reversal:Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-13=-57,B-C=-364,C-E=-364,E-G=-364,H-Q=-35 Horz:A-Q=-4,A-C=-6,C-E=-6,G-H=-14 Concentrated Loads(Ib) Vert:13=1350 0=-1006(F)U=-542(F)V=-439(F)W=438(F)X=438(F)Y=-438(F)Z=-438(F)AA=-438(F)AB=-438(F) AC=438(F)AD=-438(F) 68) Reversal:15th Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Left)+Parallel: Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-B=-22,B-C=-328,C-E=-328,E-G=-383,H-Q=-35 Horz:A-Q=15,A-C=-16,C-E=-16,G-H=5 Concentrated Loads(lb) Vert:13=1350 0=-1006(F)U=-542(F)V=-439(F)W=-438(F)X=-438(F)Y=438(F)Z=-438(F)AA=-438(F)AB=-438(F) AC=-438(F)AD=-438(F) 69) Reversal:16th Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Left)+Parallel: Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-B=-22,B-C=-328,C-E=-383,E-G=-328,H-Q=-35 Horz:A-0=15,A-C=-16,C-E=-16,G-1-1=5 Concentrated Loads(lb) Vert:B=1350 0=-1006(F)U=-542(F)V=-439(F)W=-438(F)X=-438(F)Y=-438(F)Z=438(F)AA=-438(F)AB=-438(F) AC=-438(F)AD=-438(F) 70) Reversal:17th Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Right)+ Parallel:Lumber Increase=1.33,Plate Increase=1,33 Continued on oaon 7. A WARNING-Verify design pararnetars and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mf1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designermust verify the applicability of design paramelers and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Truss ssType Qty Ply A-PAC-3905 172nd St NE-Arlington-WA U1351215 55191 C30 Monopiteh Girder 1 3 IJob Reference(opU9L%al) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MITek Industries,Inc. Tue Jun 11 13:59A4 2019 Page 7 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-bApgbYKd?PxpBxKU 3cLmwMxPjvDoBN I bki6opPz7KpT LOAD CASE(S) Standard Uniform Loads(plf) Vert:A-B=-31,B-C=-337,C-E=-335,E-G=-383,H-Q=-35 Horz:A-Q=-5,A-C=-6,C-E=-9,G-H=-15 Concentrated Loads(lb) Vert:B=1350 0=-1006(F)U=-542(F)V=-439(F)W=-438(F)X=-438(F)Y=-438(F)Z=-438(F)AA=-438(F)AB=-438(F)AC=-438(F)AD=-438(F) 71) Reversal:18th Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Right)+Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plo Vert:A-B=-31,B-C=-337,C-E=-390,E-G=-328,H-Q=-35 Horz:A-Q=-5,A-C=-6,C-E=-9,G-H=-15 Concentrated Loads(lb) Vert:13=1350 0=-1006(F)U=-542(F)V=-439(F)W=-438(F)X=-438(F)Y=-438(F)Z=-438(F)AA=-438(F)AB=-438(F)AC=-438(F)AD=-438(F) 72) Reversal:19th Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-B=-22,B-C=-328,C-E=-328,E-G=-392,H-Q=-35 Horz:A-Q=14,A-C=-16,C-E=-16,G-H=4 Concentrated Loads(lb) Veil:13=1350 0=-1006(F)U=-542(F)V=-439(F)W=-438(F)X=438(F)Y=438(F)Z=-438(F)AA=-438(F)AB=-438(F)AC=-438(F)AD=438(F) 73) Reversal:20th Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-B=-22,B-C=-328,C-E=-383,E-G=-337,H-Q=-35 Horz:A-Q=14,A-C=-16,C-E=-16,G-H=4 Concentrated Loads(lb) Vert:13=1350 0=-1006(F)U=-542(F)V=-439(F)W=-438(F)X=-438(F)Y=-438(F)Z=-438(F)AA=-438(F)AB=438(F)AC=-438(F)AD=-438(F) 74) Reversal:21st Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.33,Plate Increase-1.33 Uniform Loads(plf) Vert:A-B=-31,B-C=-337,C-E=-337,E-G=-392,H-Q=-35 Horz:A-Q=-4,A-C=-6,C-E=-6,G-H=-14 Concentrated Loads(lb) Vert:B=1350 0=-1006(F)U=-542(F)V=-439(F)W=-438(F)X=-438(F)Y=438(F)Z=-438(F)AA=-438(F)AB=-438(F)AC=-438(F)AD=-438(F) 75) Reversal:22nd Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-13=-31,B-C=-337,C-E=-392,E-G=-337,H-Q=-35 Horz:A-Q=-4,A-C=-6,C-E=-6,G-H=-14 Concentrated Loads(lb) Vert:13=1350 0=-1006(F)U=-542(F)V=-439(F)W=-438(F)X=-438(F)Y=-438(F)Z=-438(F)AA=-438(F)AB=-438(F)AC=-438(F)AD=-438(F) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.1 010 312 015 BEFORE USE, I' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Tek' building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 ,top �Truss `�Type �Qty Ply iAC-3905 172nd St NE-Arlington-WA U1353024 ''25191 IC31 'Monopitch 1 1 `IOb Reference[opUonai) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s Jun 112019 MiTek Industries,Inc. Wed Jun 2616:57A0 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzlUSd-aAGGFPkczfLiM1 r9kwz7dwV40ytAayutQhdCtUz2Lof 1 5-7-1 10-8-13 15-5-2 + 20-1-8 22-11-8 { 5-7-1 5-1-12 4-8-6 4-8-6 2-10-0 Scale=1:40.1 4x6 = 1.5x4 4.12 52 E F 5x10 4x6D� M 0.25 '1z 3x4 =N B O LY K J I H G 3x4 II 6x8 = 4x12 = 4x5 = 4x4 — 3x5 = 5-7-1 10.8-13 16.9.11 22-11.8 5-7-1 r 5-1-12 6-0-15 6-1-13 Plate ONss1s.(X,1'}_ [AQ-6 4.U�2-0j,j6:01-8�a1-8) [C' 37Q q 2-12JzID10-1 0,0_2-0j,IE:O-2�{,0-0-12y.L[H:0 1-8�0.1_81,_[J;0--:.0.1 SJ,IK-0-2-8,0-3'0]- — LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES 'GRIP TCLL 25.0 Plate Grip DOL 1.1 13. 5 TC 0.83 Vert(LL) -0.32 J >849 240 MT20 197/144 (Roof Snow=2 Lumber DOL 1.15 BC 0.92 Vert(CT) -0.60 J-K >452 180 TCLL 13.0 Rep Stress Incr YES WB 0.92 Horz(CT) 0.05 G n/a n/a BCDL 10.0 BCDL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:91 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc purlins, BOT CHORD 2x4 SPF No.2 except end verticals,and 2-0-0 cc purlins(6-0-0 max.):A-M,E-F. WEBS 2x3 SPF No.2"Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing, Except: L-M:2x6 SPF No.2,A-K:2x4 SPF No-2 2-2-0 oc bracing:J-K. REACTIONS. (lb/size) L=1086/0-5-8,G=1086/Mechanical Max Horz L=174(LC 11) Max Uplift L=-119(LC 10),G=-124(LC 10) Max Grav L=1114(LC 2).G=1165(LC 39) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown, TOP CHORD A-L=-10201159,A-B=-3168/488,B-C=-3980/495,C-D=4350/572,D-E=-1684/199 BOT CHORD K-L=-318/225,J-K=-592/3164,H-J=-298/1985,G-H=-99/621 WEBS A-K=403/3113,B-K=-660/156,B-J=-109/1171,C-J=-1590/268,D-J=-379/2684, D-H=-1211/237,E-H=-184/1585,E-G=-1237/200 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. ,�p,;v GAI?C. 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. n' 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 119 lb uplift at joint L and 124 lb uplift at joint G. N y 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. �S���NA L���• June 26,2019 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MR-7473 rev.10/03/2015 BEFORE USE. �� I Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the _ fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 quality Criteria,DSB-69 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 ijob Tt1ts6 s Type Qty ,Ply -PAC-3905 172nd St NE-Arlington-WA U1353025 2519t IC32' Monopitah 1 1 !Job Reference(optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s Jun 11 2019 MiTek Industries,Inc. Wed Jun 26 16:57:41 2019 Page 1 I D:rCTmK6iuyDTt_yZuzrFbeDzl U Sd-2MgfSlkEjyTZ_BQLHdVMA72FILJ2JShOfLN IPxz2Loe 5-7-1 10-8-13 , 16-7-15 22-1-8 22-11-8, r 5-7-1 5-1-12 5-11-3 5-5-9 0-10-0' Scale=1:41.1 6x8 = 1.5x4 11 E F 4.12 12 5x10 = 4x4 M 0.25 12 i C9 4x6 = 3x5 A N x K J t H G = 3x4 11 5x6 = 3x5 = 4x10 MT18HS 4x6 = 4x0 11 I 5-7-1 _ 10-8-13 16-7-15 22-11-8 5-74 5-142 f 5-11-3 838 Plate Offsets(X Y)-- [A:0-5-8 0-2-0),[B:0-2-0,0-1-8],[C:0-3-0 0-2-41 [D:0-1-12 0-2-0],[H:0-2-4 0-1-81 [J:0-2-0 0-1-8],[K:0-2-4,0-2-4] LOADING (psf) I SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.77 Vert(LL) -0.28 J >984 240 MT20 197/144 (Roof Snow=25.3. Lumber DOL 1.15 BC 0.56 Vert(CT) -0.51 J >529 180 MIT18HS 197/144 TCDL 13.0 Rep Stress Incr YES WB 0.76 Horz(CT) 0.06 G n/a n/a BCLL 10.0 Code IBC2015/TP12014 1 Matrix-MS Weight:97 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SPF 210OF 1.8E except end verticals,and 2-0-0 oc purlins(6-0-0 max.):A-M,E-F. WEBS 2x3 SPF No.2"Except" BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. L-M:2x6 SPF No.2,A-K,C-H,D-G:2x4 SPF No.2 WEBS 1 Row at midpt C-H,D-G REACTIONS. (lb/size) L=1086/0-5-8,G=1086/Mechanical Max Horz L=187(LC 11) Max Uplift L=-115(LC 10),G=-136(LC 14) Max Grav L=1114(LC 2),G=1289(LC 33) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-L=-1015/154,A-B=-3156/468,B-C=-4063/473,C-D=-1902/163 BOT CHORD K-L=-341/238,J-K=-594/3152,H-J=-600/4072,G-H=-240/1713 WEBS A-K=-383/3091,B-K=-661/152,B-J=-105/1256,C-J=-277/84,C-H=-2550/373, D-H=-29/923,D-G=-1921/263,E-G=-394/100 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 6r11ZC will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11� WASF�� 9)Refer to girder(s)for truss to truss connections. Q. 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 115 lb uplift at joint L and 136 lb uplift at joint G. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. -3.9586 AL�:�G June 26,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekOO conneclors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the IY1��1I MjTO fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSh'TPl1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 {Job 2tuss Type City `tft AC•39M 172nd St NE-Athngton-WA I U1353026 125191 IC33 Monopitch 1 1 U RefelopNonap Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s Jun 112019 MITek Indusbies.Ino.Wed Jun 2616W.-42 2019 Pgge 1 I D:rCTmK6iuyDTtyZuzrFbeDzl U Sd-WZO1 f5lsU GbQcL_YrLObj LbQZIfL2uSAu?6lxNz2Lod i` 5-7-1_ 10-8-13 16-8-2 22-11-8 5-7-1 5-1-12 5-11-5 6-3-6 1 Scale=1:38.7 2x4 11 E 4,12.12 6x8 = 3x5 — D L 0.25 4x5 3x4 A B C i Y J I H G 3x4 11 5x6 = 3x4 = 4x10 MT18HS = 4x6 = 3x5F= 5-7-1 i 10513 16-8-2 22-11-4 5.7-1 5-1-12 5-11-5 6-3-6 Pieta Offsets(x,Yr_(c:a2_72,a2-4],[g_as-0 al BlrlG 0.2-Q� 1-sl,_La:a2-a,0.2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) Weil Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.83 Vert(LL) -0.29 W >945 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.55 Vert(CT) -0.53 W >517 180 MT18HS 197/144 TCDL 13.0 Rep Stress Incr YES WB 0.79 Horz(CT) 0.07 F n/a n/a BCLL 10.0 Code IBC2015rTP12014 Matrix-MS Weight:93 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SPF 210OF 1.8E except end verticals. WEBS 2x3 SPF No.2"Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. K-L:2x6 SPF No.2,A-J,C-G,D-F:2x4 SPF No.2 WEBS 1 Row at midpt C-G,D-F REACTIONS. (lb/size) K=1086/0-5-8,F=1086/Mechanical Max Horz K=195(LC 11) Max Uplift K=-112(LC 10),F=-148(LC 14) Max Grav K=1165(LC 3),F=1130(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-K=-1082/151,A-B=-3288/458,B-C=-4062/453,C-D=-16531153 BOT CHORD J-K=-353/242,I-J=-596/3283,G-1=-591/4061,F-G=-243/1518 WEBS A-J=-373/3219,B-J=-706/149,B-1=-94/820,C-G=-2633/361,D-G=-25/942, D-F=-1750/279 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide A GAR(. will fit between the bottom chord and any other members,with BCDL=10.Opsf. S \'AS/ 8)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9)Refer to girder(s)for truss to truss connections. 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 112 lb uplift at joint K and 148 lb uplift at joint F. Y 39586 r)NAIJ June 26,2019 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the e _ fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP11 Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss s Type Guy -PAC-3905 172nd St NE-Arlington-WA 25191 C34 IMonopitch 2 �Ply 1 l U1353027 ___....__.. Job Reference{gptionaj_ Alliance Truss (CA). Abbotsford.BC-V25 7P6. &31D s Jun 11 2019 MiTek Industries.Inc, Wed Jun 2616:57.43 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbe Dzl U Sd-_IyPtRm V Faj H DVZkP2XrFY7ci9?anJ bJ6fssTpz2Loc 5-0.8 10-8-13 16-8.2 22-11-8 5-0-8 5-8-5 5-11-5 6-3-6 Scale=1:37.8 2x4 11 E 4.12 3x7 = 3x4 5� i y 0.25 12 4x10 3x4 A B O 175 I H G K 3x5 = 3x5 = 1.5x4 11 3x5 F = 3x4 = 3x4 = 59 4 1f3.643 16-6.2 22-11-8 5-9-4 4-11-9 5-11-5 6-3-6 Plate Ofrseis j&.Y gn2a.a+8J,LaS•4&24 l 0.2-4,aU.a1. LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.68 Vert(LL) -0.08 G-I >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.55 Vert(CT) -0.16 G-1 >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.92 Horz(CT) 0.03 F n/a n/a BCLL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:91 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-2 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2"Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: K-L:2x6 SPF No.2,C-J,D-F:2x4 SPF No.2 6-0-0 oc bracing:J-K. WEBS 1 Row at midpt C-J REACTIONS. (lb/size) K=27/0-5-8,F=742/Mechanical,J=140310-5-8 Max Horz K=195(LC 11) Max Uplift K=-23(LC 10),F=-107(LC 14),J=-166(LC 14) Max Grav K=81(LC 27),F=764(LC 3),J=1493(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-C=-213/785,C-D=-995/62 BOT CHORD J-K=-514/22,I-J=-209/1332,G-1=-213/1323,F-G=-156/893 WEBS B-K=-232/559,B-J=-740/217,C-J=-2216/242,C-G=-445/59,D-G=0/368,D-F=-1024/179 NOTES- 1)Wind:ASCE 7-10;Vu1t=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. ,�fx 'ARC/ 8)Refer to girder(s)for truss to truss connections. 7A <� 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 23 lb uplift at joint K,107 lb uplift at joint `O 1ry F and 166 lb uplift at joint J. 19586 Ili GlSTI:�� NA1- June 26,2019 ®WARNING-Wrlly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not OF a Truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M ek• is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI1TPI1 Quality Criteria,DSB.89 and BCS1 Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job HISS Type Qty Ply AC-M5 172nd St NE-Arlington-WA U1353028 '25191 GABLE 1 1 _Jab Reference Donal Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s Jun 11 2019 MiTek Industries,Inc. Wed Jun 26 16:57:45 2019 Page 1 I D:rCTm K6iuyDTtyZuzrFbeDzl USd-x84917nlnBz?Tpj7 W TZJKzD_Gzg8 FDRcazLyYiz2Loa -7-1 1041.13 17-1-2 22-11-8 6.7.1 5-1-12 6-4-5 5-10-6 Scale 1:38.6 4.12 112 K� J 4x8 = 4x4 I Z 0.25 12 H 4 4x5 = ` 8. O D E F �. I 3x6 ♦C ! if 3x6 111 _ L ' X J ti O N Y 5x6  6xB = 5x6 = M 3x5 II W V U T S R O P 5x6 = 3x4 - S." 5-71 10-8-13 11-8 17-1.2 17.10.12 2Z 114 I!5"8-8 $1.12 11-131 5.4-8 0.9-10' 5-0-12 ' Plale_OHsets.(X,Y}- (A:0 3-B,a1-12L[Q:a2•o,a1 8),[F:a3-12 Oy-2-8J,[�:a 1-12,0-1-12). M Edge,a3-OJ.[Q:a2-8.03-0J,_[U:a2-Sc0-3.0�,lW*0-2-6,0-3.OJ,_ .0-2-12,0+_Lt0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0,54 Vert(LL) -0.03 W-X >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0,55 Vert(CT) -0.05 N-O >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.90 Horz(CT) -0.03 M n/a n/a _ BCLL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:115 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-6 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 3-6-10 oc bracing. Y-Z:2x6 SPF No.2,L-M,D-W,F-U,I-Q:2x3 SPF No.2 WEBS 1 Row at midpt D-U OTHERS 2x4 SPF No.2 JOINTS 1 Brace at Jt(s):AA,AB,AC,AD REACTIONS. All bearings 12-4-4 except Qt=length)Y=0-5-8,M=Mechanical,P=0-3-8. (lb)- Max Horz Y=203(LC 40) Max Uplift All uplift 100 lb or less at joint(s)S,V except Y=-366(LC 37). M=-865(LC 46),W=-527(LC 45),U=-1262(LC 45),Q=-698(LC 59),T=-631(LC 54), P=-105(LC 45) Max Grav All reactions 250 lb or less at joint(s)V except Y=509(LC 30),M=923(LC 57),W=817(LC 30),W=436(LC 1),U=1471(LC 58),Q=769(LC 54),S=364(LC 27). T=563(LC 59),P=457(LC 28) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-Y=-514/445,A-B=-1337/1250,B-C=-428/364,C-D=-588/505,D-E=-1897/1804, E-F=-820/772,F-G=-2631/2615,G-H=-1992/1910,H-1=-1280/1225,I-J=-194211886. J-K=-1269/1217,K-L=-587/563 BOT CHORD X-Y=-358/216,W-X=-358/216,V-W=-1381/1240,U-V=-1886/1745,T-U=-1100/1038, S-T=-755/695,Q-S=-2751/2691,P-Q=-1271/1260,O-P=-1271/1260,N-O=-1271/1260, M-N=-1271/1260 WEBS A-AI=-1308/1421,AH-AI=-1291/1379,AG-AH=-1285/1380,W-AG=-1405/1498, D-W=-1327/1248,D-AF=-2444/2483,AE-AF=-2419/2450,U-AE=-2441/2481,F-U=-2109/2053, F-AD=-1880/1924,AC-AD=-1860/1902,Q-AC=-1893/1938,I-Q=-1 39011319, I-AB=-1 4 9 711 51 4,AA-AB=-1485/1507,M-AA=-1526/1532,F-T=-609/622,C-AG=428/449 \�P� GAR(. NOTES- �\ \\rA 5 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; �� /•l 'i MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for to m members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 V. 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3�JK 4)Unbalanced snow loads have been considered for this design. �jf �. 39586 PI6 a(p 5)Provide adequate drainage to prevent water ponding. 6)All plates are 1.5x4 MT20 unless otherwise indicated. f f 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide June 26,2019 bottom chord and anv other members,with BCDL=10.0psL A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Et M iTe k is always required for stabilily and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,debvM,erection and bracing of trusses and t1M systems,see ANSUTP11 Quality Criteria,DSB-89 and BCSI Building Component ra Solatyinformaflon available from Truss Plate Institute,218 M We Street,Suite 312,Alexandria,VA22314. B Industrial Road Bradford,ON,L3Z 3G7 Job Truss Type Qty Ply PAC-3905 172nd St NE-Arlington-WA U1353028 26191 C35 GABLE 1 1 I `Job Reterenoa CopAoml) Alliance Truss (CA), Abbotsford,SIC-V2S 7136, 8.310 S Jun 11 2019 MiTek Industries,Inc. Wed Jun 26 16:57:45 2019 Page 2 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd x84917nlnBz?Tpj7WTZJKZD_Gzg8FDRcazLyYiz2Loa NOTES- 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Refer to girder(s)for truss to truss connections. 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift otjoint(s)S,V except at—lb)Y-366,M-865,W-527,U=1262, Q=698,T=631,P=105. 13)This truss has been designed for a total drag Iliad of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 5-6-8 to 17-10-12 for 576.1 plf. &WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.1010312015 BEFORE USE, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not . a truss system.Before use,the building designer must verify the applicability or design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M�Tek is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Tiel1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road I Safety Information available from Truss Plate Institute,218 N.Lee Streel,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Jo N8S 'iType Ply TPA-AC-3905 172nd St NE-Arlington-WA U1353029 I25191 C36 ;MONOPITCH 21 .Job Reference(optional) Alliance Truss (CA), Abbotsford,BC-V23 TP6. 8.310 s Jun 11 2019 MiTek Industries,Inc. Wed Jun 26 16:57:46 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl U Sd-PKeYVToNYV5s4ylJ4A4Y[BI63MOx-jklpd4 W48z2LoZ 5-6-11 10-8-13 18 11d 23-10-8 29-6-12 32-5A &11 5-2-2 6-2-8 6-11.4 F "4 2.10 8 4.12 12 Scale=1:53.2 H 2x4 G i i�4x6 E 3x7 0.25 12 0 r \ 5x B P C I — M L K J G R 3x5 = 6-11-12 134-12 22-5-5 29-6-12 &11-12 t3-5A 9A-9 T•1-7 Plate Of18els X( Y}- [A 0-a-4,a1$j,[B:a1,8,a1_By.lC:0-2-12,0-2-12],�E:o 3-o.EdAeL lG:a2-14.aa41,1I;0-1-12.a1-81,IMb-1-12,0-1-8�N:a2-a,0o-1 8j _ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=2 TCLL 20) Plate Grip DOL 1.15 TC 0.73 Vert(LL) -0.12 J-L >999 240 MT20 197/144 TCDL 13. Lumber DOL 1.15 BC 0.58 Vert(CT) -0.23 J-L >828 180 BCLL 10.0 • Rep Stress Incr YES WB 0.71 Horz(CT) 0.02 1 n/a n/a SCOT. 10.0 Code IBC2015/TP12014 Matrix-MS Weight:130 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2"Except" TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, E-H:2x6 SPF No.2 except end verticals, BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2"Except" WEBS 1 Row at midpt G-f N-O:2x6 SPF No.2,G-f,D-L,F-1:2x4 SPF No.2 REACTIONS. (lb/size) N=479/0-5-8,1=895/Mechanical,L=1658/0-5-8 Max Horz N=268(LC 11) Max Uplift N=-52(LC 10),1=-179(LC 10),L=-169(LC 14) Max Grav N=491(LC 3),1=917(LC 2),L=1728(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-747/18,C-D=-283/949,D-F=-545/0,G-1=-542/242 BOTCHORD M-N=-379/901,1-J=-89/404 WEBS B-N=-820/137,B-M=-302/184,C-M=-169/944,C-L=-841/179,D-L=-1461/275,D-J=0/321, F-J=0/273,F-1=-589/134 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.If;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof five load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other five loads. 5)Provide adequate drainage to prevent water ponding. ��3 GAR(.( 6)All plates are 3x4 MT20 unless otherwise indicated. WAS R 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other five loads. 8)"This truss has been designed for a five load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide y will fit between the bottom chord and any other members,with BCDL=10.Opsf. 9)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 10)Refer to girder(s)for truss to truss connections. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)N except Ot=lb) I=179,L=169. �f+ -19586 STI;IZ�`l CSS�U FALIr~`�\ June 26,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system-Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the tabdmtion,storage,degvery,emcbarr and bracing of trusses and Mm systems,see ANS11TPl1 Qualify Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safafylnromsihm available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 I !Job i fuse 3 Type pty IPly -PAC-3905 172nd St NE-Arlington-WA U1353030 ,25191 C37GABLE 1 1 I Job Reference(ootiormiall Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s Jun 11 2019 MiTek Industries,Inc. Wed Jun 26 16:57:50 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFboDzIUSd H6t2LgrucjbHZoc4JOgUl lwe0_LmwWmLjF2jDvz2LoV 5-5-10 10-8-13 16-9-15 22-11-2 29-2-12 5310 5-3-2 6.1.2 8-1.2 6-3-10 9c�f 1:as,e M 4.12 12 L - - 5x6 K 4x6 = 4x6 r 1 J.25 �1'L \\ i AE r F ' \ 4x4 = G ' At ,{r7 S%7 1 \�. 3x6 = �/� \ ` A B C D EF ,/ \. \ 3x10 II _ u 0 \ --�`-AC - /'% 3x6 r r I 3x7 111 AC AS 5xl0 = 3x7 II 6x8 = 5x6 = 3x5 11 AS AA Z Y X W V U T S R Q P O 4x4 — 3x4 = 5-5-11 10-8-13 19-10-8 29-2-12 5-5 10 53-2 _ 9-1-12 9.4-4 _Plate Offsets(X,Y1_[A:0 3-12,0-2-0j,�C:0�2-0,0.1-Bj,[H:0-3-0,0-1-12j,[K:0-2.4,0.2-4j,[O:Edge,0-3-0).(T;0?r4,a3 Oj,,-[AB^01_12,a1-8j,.jA0:0-3-0,0-1-t3]_ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCL(Roo 25.0 I Snow=2 Plate Grip DOL 1.15 TC 0.48 Vert(LL) -0.05AB-AC >999 240 MT20 197/144 TCDL13)0 Lumber DOL 1.15 BC 0.71 Vert(CT) -0.07AB-AC >999 180 BCLL 10.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.05 Q n/a n/a BCDL 10.0 Code IBC20157PI2014 Matrix-MS Weight:168 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-7 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2"Except' BOT CHORD Rigid ceiling directly applied or 2-11-11 oc bracing. AD-AE:2x6 SPF No.2,N-O:2x3 SPF No.2 WEBS 1 Row at midpt N-O,A-AB,C-Z,H-Z OTHERS 2x4 SPF No.2 JOINTS 1 Brace at Jt(s):AF,AG,Al REACTIONS. All bearings 23-0-8 except Qt=length)AD=0-5-8. (lb)- Max Horz AD=300(LC 39) Max Uplift All uplift 100 lb or less atjoint(s)P.S.U except AD=-522(LC 37), 0=-1446(LC 46),Z=-611(LC 45),T=-1613(LC 45),Q=-115(LC 46),R=-136(LC 46), W=-426(LC 37),X=-447(LC 37),Y=-123(LC 46),AA=-177(LC 45) Max Grav All reactions 250 lb or less at joint(s)R,S.U except AD=762(LC 30). 0=1449(LC 57),Z=948(LC 30),T=1645(LC 58),P=257(LC 30).Q=261(LC 27). W=488(LC 58),X=522(LC 44).Y=333(LC 27),AA=443(LC 30) rORCC3. (Ili)-Max.Con ip./Max.Ten.-All forCa&250(Ili)al'less eXCepl wliel'1 shcuurl. TOP CHORD A-AD=-748/615,A-B=-1826/1677,B-C=-1023/747.C-D=-1810/1818,D-E=-643/652, F-G=-836/869,G-H=-1901/1920,H-1=-1138/1085,I-J=-495/484,J-K=-102211024, K-L=-2083/2032,L-M=-1311/1262,M-N=-632/614 BOT CHORD AC-AD=-497/247,AB-AC=-497/247,AA-AB=-1947/1912,Z-AA=-1538/1502,Y-Z=-3718/3564, X-Y=-2646/2630,W-X=-1893/1843,U-W=-1107/1057,T-U=-320/270,S-T=-2143/2126, R-S=-1611/1595,Q-R=-825/808,P-Q=-801/785,O-P=-1472/1530 WEBS A-AR=-1719/1924,AQ-AR=-1692/1882,AB-AQ=-1699/1890,C-AB=-554/594, C-AP=-2137/2012,AO-AP=-2119/2005,Z-AO=-2148/2024,Z-AN=-2382/2275, AM-AN=-2354/2251,AL-AM=-2310/2207,H-AL=-2570/2458,H-AK=-1052/1059, K AH=2219/22405AGAAH 12122/2145344/1354,TAF-AG 12039 20612/2856, A10 AF—2088/2110, �OP� GAIZ(��Q W-AK=-455/447,X-AL=491/472,Y-AM=-256/167 NOTES- � 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. p kj,• \O l\i .S 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 7-+ G/S r l• 4)Unbalanced snow loads have been considered for this design. SS�GNAL`�c� 5)Provide adequate drainage to prevent water ponding. 6)All plates are 1.5x4 MT20 unless otherwise indicated. 7)Gable studs spaced at 2-0-0 oc. June 26,2019 n deslaned for a 10.0 Dsf bottom chord live load nonconcurrent with anv other live A WARNfNG-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M!TekO connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS117PII Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 IJOb Truss Type Qty jPly PAC-3905 172nd St NE-Arlington-WA U1353030 25191 C37 GABLE 1 1 l I `Job Reference lgplioltal Alliance Truss (CA), Abbotsford,BC-V2S 7P6, &310 s Jun 11 2019 MiTek Industries,Inc. Wed Jun 26 16:57:51 2019 Page 2 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-IIRQYAsWN1j8BkAGtjgjaET1 mNg?f7OVyvoHIMz2LoU NOTES- 9)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)P,S,U except Qt=lb)AD=522,0=1446,Z=611,T=1613 ,Q=115,R=136,W=426,X=447,Y=123,AA=177. 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 6-2-4 to 29-2-12 for 393.3 plf. ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTe k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TP11 Quality Criteria,DSB-09 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 (Job Truss s Type Qly ;Ply -PAC-3905 172nd St NE-Arlington-WA U1353031 t25191 C38 :GABLE 1 1 Job Reference Copda l _ Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s Jun 11 2019 MiTek Industries,Ine Wed Jun 2616:57:52 2019 Page 1 n•rCTmK6h iyDTt_y7i 17rFheD71I1 Sd-Dl j?pm W t88Lr?o11TRRBy7S?H N n BTOakeBZXq Ioz2LoT 6-2-4 6-2-4 Scale=1:23.2 f 1 I i 0.25 12 i q 1.5x4 II 1.5x4 II 3x4 = 3x7 = B C D f a0 /J Ic r iLl 1 I H G F E 2x4 II 1.5x4 II 3x4 = 1.5x4 II I Plate Offsets(X,Y)- (A:0.2-8,0.1-81— LOADING (psf) f SPACING- 2-0-0 1 CSI. DEFL. in Qoc) I/defl L/d I PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.06 Vert(CT) n/a n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 E n/a rile BCDL 10.0 * Cade IBC2015/TPI2014 Matrix-P Wcight:26 lb FT-20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x6 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. D-E:2x4 SPF No.2,D-F:2x3 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. All bearings 6-2-4. (lb)- Max Horz H=-113(LC 10) Max Uplift All uplift 100 lb or less at joint(s)H,G except E=-121(LC 9),F=-145(LC 8) Max Grav All reactions 250 Ib or less at joint(s)H,E.G except F=282(LC 20) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-259/220,B-C=-258/223,C-D=-256/224 BOT CHORD G-H=-225/255,F-G=-225/255 WEBS D-F=-289/328 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5,Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category It;Exp B;Partially Exp.;Ct=1,10 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 2-0-0 oc, ��(`N GAR(yq 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide AS���� will fit between the bottom chord and any other members,with BCDL=10.Opsf. �� Cj✓ 9)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. h y 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)H,G except Qt=lb)E=121,F=145. Ar Jn �'P 59586 .- <�Sy�ON.0.LCt`V` June 26,201 S a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE, I Design valid for use only with MiTek®connectors,This design is based only upon parameters shown,and is for an individual building component,not j a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing AT • is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIi Qualify Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314 Bradford,ON,L3Z 3G7 {Job Tmits Type QSy�PIy �1 ac3905 172nd St NE-Arlington-WA U1351224 25191 IC39 MONOPITCH 2 1 Job Reference(optional) AINanceTmw (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 13:59:57 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-jg51K?U nxPZzCxq_Kr4py6J99g MkFN W kEkgm9z7KpG I -1-10-8 6.5.0_ 12.0-6 17_" 23-6-0 27-9-4 1.10 B 6-5-0 5-7-6 - H 4.1257 - e=1:5.5 2x4 G 44 i 4x6 Q E F --� � I i 0 3x4 / ro J1 1.5x4 O C � `� OW L K J R S 1 3x4 = 3x5 = 44 = 3x5 = 3x6 = &3 8 1 15-9-8 23.0.0 8-3-8 7.6-0 7-8-8 Plate Offsets lx,Yr [S:o o ago o-oI�LELLa3-o.ed�lt[a 4.1-12 0-2.01,[J:0-2-0,9-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL) -0.20 I-J >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.95 Vert(CT) -0.34 L-O >816 180 TCDL 13.0 Rep Stress Incr YES WB 0.63 Horz(CT) 0.06 1 n/a n/a BCLL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:104 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2"Except" TOP CHORD Structural wood sheathing directly applied or 2-11-8 oc purlins, A-E:2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x3 SPF No.2"Except' WEBS 1 Row at midpt G-1,F-I G-I,F-1:2x4 SPF No.2 REACTIONS. (lb/size) H=103/Mechanical,1=1355/0-5-8,B=1258/0-5-8 Max Herz B=300(LC 10) Max Uplift H=REL,1=-279(LC 14),B=-121(LC 10) Max Grav H=165(LC 21),1=1630(LC 21),B=1288(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-C=-2649/176,C-D=-2379/128,D-F=-1270/18,G-1=-699/232 BOT CHORD B-L=-424/2477,J-L=-275/1660,I-J=-123/869 WEBS C-L=-487/160,D-L=-62/793,D-J=-794/197,F-J=-67/955,F-1=-1250/186 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end"zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1,33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) U - 1=279,B=121. 10)"A"indicates Released bearing:allow for upward movement at joint(s)H. June 14,2019 N WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 14H.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always requiredvva for stability and to prent collapse with possible personal injury and property damage. For gelmral guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS4TP11 quality Criteria,DSO-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job ITnras 3 Type Clty !Ply •PAC-3905 172nd St NE-Arlington-WA ;25191 CP1 U1351225 IJack-Open 28 1 II JobTReterenee(optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:00:02 2019 Page 1 ID:rCTmK6iuyDTty2uzrFbeDzIUSd-3eveNiYwlxCFliix6Of e9hWvAYLPfWFtVSbRNz7KpB -3-10-8 1-11-11 .{ 3-10-8 1-11-11 Scale=1:11.7 C 2.50 112 ' m }, c2 o H o A D � I �f 5x6 = l' 2-0-0 _ 2-0-0 Plate Offsets(X,Y)-- IB:0-2-9 0-0-41 _ LOADING (psf) SPACING- 2-0-0 I CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20) (Roof Snow=2 Plate Grip DOL 1.15 TC 0.78 Vert(LL) 0.00 G >999 240 MT20 197/144 TCDL 13.13.0 Lumber DOL 1.15 BC 0.20 Vert(CT) 0.00 G >999 180 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 B n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-MP Weight:13 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) C=-119/Mechanical,B=679/0-5-8,D=-76/Mechanical Max Horz B=43(LC 10) Max Uplift C=-283(LC 20).B=-247(LC 10),D=-151(LC 20) Max Grav C=68(LC 10),B=1014(LC 20),D=41(LC 10) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip 1301_=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) C=283,13=247,D=151. , GAnCJ-9 0.WA Sir 19 So) S'5/ONAL,�tyG June 14,2019 ( AWARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK RFAMNCE PAGE 10I1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only,Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage- For general guidance regarding the [VI Ffe i\ fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 iJob iTtass Type City tply I-PA� C•3905172nd St NE-Arlington-WA 25191 01 Half Hip Girder 1 U1351226 _ 3 Job Reference(opyq s l] Alliance Truss (CA), Abbotsford.SC-V2S 7P6, 8.310 s May 22 2019 MITek Industries,Inc. TUB Jun 11 14:00:04 2019 Page 2 NOTES- ID:rCTmK6iuyDTtyZuzrFbeDzl U Sd-OOOOoOZAHYSzXOsKEpiTkamtRz2NtLHYLpxi W Fz7Kp9 10) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 11) Bearings are assumed to be:Joint 19 SPF No.2 crushing capacity of 425 psi,Joint 11 DF No.2 crushing capacity of 625 psi. 12) Bearing atjoint(s)S,K considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 13) Provide mechanical connection(by others)of truss to bearing plate at joint(s)K. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chard. 15) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)2995 lb down and 363 lb up at 17-10-7,and 837 lb down and 101 lb up at 2-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-E=-426,E-G=-426,G-H=-426,H-J=-76,R-S=-20,R-W=-288(F=-268),W-X=-20,K-X=-294(F=-274) Concentrated Loads(lb) Vert:L=-2528(F)V=-707(F) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not , a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MOW ek•building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M!L fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSYTPIf Qualify Criteria,DSB-09 and BCSI Building Component 100 Industrial Rd Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra, Road i VA 22314. Bradford,ON, oa 3G7 Job Truss Type aly ,Ply PAC-3905 172nd St NE-Arlington-WA 1/1351226 25191 D1 Half Hip Girder 1 3 W06 Reference o Gon, Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:00:04 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbaDzl U Sd-OOOOoOZAHYSzXOs KEpiTkamtRz2NtLHYLpxi W Fz7Kp9 2 4-4-3 6-7-10 B-4-14 10-2-2 12-9-2 17-10-7' l 21-9-10 i 25.10.8 2-3-3 2-0-15 2.3.7 1-0-4 1.9-5 2-7-0 5-1-5 3-11-3 4-0-15 Scale=1:46.3 4.12 112 6x8 = 0.25 F12 G 2H4 5x10 MT18HS = 3J4 II U t 5x10 % 8x10 = F 3x5 = 5x10 = 4x7 = 4x5 = V R Q P O N M W L X $ K 8x10 -- 5x7 = 4x6 = 5x10 = 2x4 II 5x10MT18HS = 5x10 = 7xB II 4xG = 2-11-15 5.#2 8-4-14 10-2-2 12-9-2 17-10-7 25.1" ~1-15 2-5-2 2-11-12 1-9 5 2.7 D 5 t 5 8 tF1 Plate Offsets(X,Y)-- [B:0-4-8,0-2-0],[C:0-2-12,0.1-12[,[F:0-4-8,0-1-121,JG:0-$-4,0-3.8j,[I:0-3-8,0-2-4],[K:0-5-8,Edge],[L:0-1-12,0-1-12],[N:0-2-8,0-1-8],[P:0-2-12,0-1-8], (Q:0-2-4,0-1-12], R] .0-2-12,0-2-41 LS:0-4-8,Edgej LOADING (psf) SPACING- 2-0-0 + CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.72 Vert(LL) -0.36 O-P >854 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.99 Vert(CT) -0.70 O-P >438 180 MT18HS 197/144 TCDL 13.0 Rep Stress Incr NO WB 0.94 I Horz(CT) 0.13 K n/a n/e BCLL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:420 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF 210OF 1.8E TOP CHORD Structural wood sheathing directly applied or 4-9-8 oc purlins,except BOT CHORD 2x6 SPF 210OF 1.8E 2-0-0 oc purlins(6-0-0 max.):G-J. WEBS 2x4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. F-P:2x6 SPF 210OF 1.8E OTHERS 2x6 SPF No.2"Except' J-K:2x4 SPF No.2 REACTIONS. (lb/size) S=9254/0-5-8,K=8201/0-2-13 Max Horz S=86(LC 13) Max Grav S=9320(LC 23),K=8879(LC 44) FORCES. (lb)-Max,Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-S=-1209/0,A-B=-1244/0,B-C=-17327/0,C-D=-29006/0,D-E=-36696/0,E-F=-37436/0, F-G=-22778/0,G-H=-20041/0,H-1=-20041/0,I-J=-251/45,J-K=-295/22 BOT CHORD R-S=0/13176,Q-R-0/24263,P-Q-0/32813,O-P-0/28990,N-0-0/28990,L-N-0/21040, K-L=0/10306 WEBS B-S=-14053/0,B-R=0/8235,C-R=-9644/0,C-Q=0/7401,D-Q=-5724/0,D-P=0/4790, E-P=-10807/0,F-P=0/10295.F-0=0/1136,F-N=-9352/0,G-N=0/6741,G-L=-2837/0, H-L=-1422/0,I-L=0/12113,I-K=-12460/0 NOTES- 1)3-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x6-2 rows staggered at 0-4-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-6-0 oc. Webs connected as follows:2x4-1 row at 0-7-0 oc,Except member R-B 2x4-1 row at 0-9-0 oc,member Q-C 2x4-1 row at 0-9-0 ,��~ GAR(. oc,member Q-D 2x4-1 row at 0-9-0 oc,member P-D 2x4-1 row at 0-9-0 oc,member P-E 2x4-1 row at 0-4-0 oc,member F-O 2x4 F NVA S -1 row at 0-9-0 oc,member N-F 2x4-1 row at 0-9-0 oc,member N-G 2x4-1 row at 0-9-0 oc,member L-G 2x4-1 row at 0-9-0 oc, U member H-L 2x4-2 rows staggered at 0-4-0 oc,member L-1 2x4-1 row at 0-9-0 oc,member K-1 2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc. 7, 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;VuIt=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right 39586 v 4r.0 exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 4)TCLL:ASCE 7-10;Pf=25,0 psf(flat roof snow);Category 11:Exp B;Partially Exp.;Ct=1.10 5)Unbalanced snow loads have been considered for this design. S,S/ON A1L�. 6)Provide adequate drainage to prevent water ponding. 7)All plates are MT20 plates unless otherwise indicated. 8)Bearing capacity is increased by the plate atjoint(s)K.Plate must be within 1/4 in of bearing surface. June 14,2019 n desi ned for a 10.0 Dsf bottom chord live load nonc ncurrent with any other lime loads. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTek@)connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M�Tek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPIf quality Criteria,DSB-99 and BCSI Building Component 100 Industrial Road safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 .AIK Trust Type Qty Ply AC 39D5 172nd St NE-Arlington-WA U1353032 191 ID2 Half Hip 1 1 1 IJOb Referen�(o�tional Alliance Trust(CA), Abbotsford.SC-V2S 7P6. 8.310 s Jun 11 2019 MiTek Industries,Inc. Wed Jun 26 16:58:08 2019 Page 1 1 D:rCTm K6iuyDTtyZuzrFbeDzl U Sd-IZzs7_3A M FskjL_XNoUimggge EQ08br?s2Pgssz2LoD 4-4-12 %14 15-0-6 20-8-15 25-10-8 44-12 4-0-1 6-7-8 5-8-9 5-1-9 Scale=1:45.3 3x7 7x8 = 4.12 112 3x5 = 2x4 II = D E O F ( 0.25 12 l I / 5x8 M 3x10 - M \� �� to I .`. cb K J a 44 = 5x10 = 4x6 =3x4 = U5 8 4.14 17-1-5 25-10-8 84-14 8411.7 1 8 a 3 t _Plate:onseis( ir)�kQ-2.4.0-f-Ba,�B o�4 t2:at-8L.[D:o-2-12,a3 4),.M:0-1.12,61-BJ�(r 0 8�0.1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.92 Vert(LL) -0.34 H-J >910 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 1.00 Vert(CT) -0.64 H-J >476 180 TCDL 13.0 Rep Stress Incr YES WB 0.98 Horz(CT) 0.07 G n/a n/a BCDL 0 BCLL 10.0.0 Code IBC2015/TP12014 Matrix-MS Weight:102 lb FT=20% 1 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, C-D:2x6 SPF No.2 except end verticals,and 2-0-0 oc purlins(3-5-2 max.):A-L,D-F. BOT CHORD 2x4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. I-K:2x4 SPF 210OF 1.8E WEBS 1 Row at midpt B-K,E-G WEBS 2x3 SPF No.2*Except* K-L:2x6 SPF No.2,B-K,E-G:2x4 SPF No.2 REACTIONS. (lb/size) K=1226/0-5-8,G=1226/0-2-8 Max Horz K=155(LC 11) Max Uplift K=-140(LC 10).G=-135(LC 10) Max Grav K=1258(LC 2),G=1402(LC 32) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 25D(lb)or less except when shown. TOP CHORD A-B=-272/193,B-C=-4526/608,C-D=-4915/706,D-E=-2001/258 BOT CHORD J-K=-619/2936,H-J=-330/2154,G-H=-223/1522 WEBS B-K=-2949/458,B-J=-149/1828,C-J=-1740/318,D-J=-421/2867,D-H=-464/147, E-H=-50/946,E-G=-1861/280 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. GAR(- 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=1 O.Opsf. 11 A 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)G. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except 0t=11b) K=140,G=135. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 39586 /ST1 NALt�� June 26,2019 N WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify[he applicability of design parameters and properly incorporate[his design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only-Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the Walk' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI(TPIi Qualify Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job 1133 Tnm s Type Qly Rly -PAC-3905 172nd St NE-Arlington-WA111353033 26191 Half Hip 1 1 Job Reference(opltoneq Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 sJun 112019 MITek Industries;Inc. Wed Jun 26 16:58:17 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-?I?GO3ApFO?S IjAG0B8pdjXNMsaslhi I.lxy5fgr72L n4 4-4-12 8-4-14 12-8-10 17-0-6 21-4-3 25-10-8 4-4-12 4-0-1 4-3-12 4-3-12 4-3-13 4-6-5 Scale=1:44.8 4x4 = 4x4 = 1.5x4 II 4.12 112 E F G 30 = I 4x6 0.25 �12 f' M 3 5x6 B10 C = li L K J _t H 4x6 = 5x10 = 4x7 3x5 4x8 = 84-14 17 0$ 211 B-4-14 I 8-7-8 B-10-2 Plele Offsets.(X,Y} _0-2-4,0.1_B]c[B:o-4_4,0-1-8],-[e:o-2-12 0.3'Oj,.fo:a1-8,0 2+OJ,.IK 03.6.0-2-4] LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TIC0.85 Vert(LL) -0.32 I-K >970 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.60 Vert(CT) -0.60 I-K >513 180 TCDL 13.0 BCLL 10.0 I Rep Stress Incr YES WB 0.93 Horz(CT) 0.07 H n/a nla BCDL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:101 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-2 oc purlins, BOT CHORD 2x4 SPF 210OF 1.8E except end verticals,and 2-0-0 oc purlins(44-0 max.):A-M,E-G. WEBS 2x3 SPF No.2"Except' BOT CHORD Rigid ceiling directly applied or 9-9-7 oc bracing. L-M:2x6 SPF No.2,B-L,F-H:2x4 SPF No.2 WEBS 1 Row at midpt B-L,F-H REACTIONS. (lb/size) L=1226/0-5-8,H=1226/0-2-8 Max Horz L=168(LC 11) Max Uplift L=-137(LC 10).H=-138(LC 10) Max Grav L=1258(LC 2).H=1322(LC 38) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-273/191,B-C=-4605/597,C-D=-5019/679,D-E=-1915/240,E-F=-1742/242 BOT CHORD K-L=-638/2934,I-K=-451/2810,H-1=-176/1057 WEBS B-L=-2946/456,B-K=-138/1930,C-K=-1728/285,D-K=-311/2400,D-1=-1377/259, E-1=0/362,F-1=-91/1070,F-H=-1467/251 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. ,�(A GARC/,� 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. A . 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)H. 0 I/ 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) �� Oh L=137,H=138. ^ 7 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. � June 26,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111-7473 rev,10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mi is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1Y1 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TP11 Qualify Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,1-3Z 3G7 Job ITfu86 -,fType ally 'P�IPAC-3905172nd St NE-Arlington-WA U1353034 i26191 �04 Half Hip 1 1 rJob Reference ion61 Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s Jun 11 2019 MiTek Industries,Inc. Wed Jun 26 16:58:23 2019 Page 1 ID:rCTmK6ttryDTlyZuuFbBDzIUSd•pSNXG6FBgBIcOodOISFD1 nROHdK902CJtYzuVz2Lo_ "12 8-4-14 13.6.13 19.0-6 Pal" 41-12 4-0-1 5-1-15 5-5-9 6-10-2 Scale=1:44.1 5x8 = 3A II 4.12 72 E F I N 3x7 = 4x7 L0.25 12 M D 3x12 = v A B J I H K 4x6 = G 5x10 = 4x7 = 4x6 = 3x5 = 8-4-14 17.0-7 2Yr10$ "-14 8-7-9 8 10 1 Plate QffBetS JX,Y�-__[A o-2-0&1_8]i[B:G-5-010N4W8),.[C U 2-8,0 3-0).(D:0-3 8.0.1 SIr.�E;O 4-0.0-1-121.-(F:Ed9e 0-2-S,[H:0-1-12.04-81,N:0+4.0-2-4) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0.34 H-J >901 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.59 Vert(CT) -0.63 H-J >489 180 TCDL 13.0 Rep Stress Incr YES WB 0.89 Horz(CT) 0.07 G n/a n/a _ BCLL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:101 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF 210OF 1.8E*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-3 oc purlins, A-C:2x4 SPF No.2 except end verticals,and 2-0-0 oc purlins(6-0-0 max.):A-L,E-F. BOT CHORD 2x4 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 9-8-3 oc bracing. WEBS 2x3 SPF No.2*Except* WEBS 1 Row at midpt B-K,E-G K-L:2x6 SPF No.2,B-K,E-G:2x4 SPF No.2 REACTIONS. (lb/size) K=1226/0-5-8,G=1226/0-2-8 Max Horz K=181(LC 11) Max Uplift K=-133(LC 10),G=-141(LC 10) Max Grav K=1258(LC 2),G=1258(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-272/191,B-C=-4781/584,C-D=-5218/671,D-E=-1987/229,F-G=-369/67 BOT CHORD J-K=-652/2934,H-J=-430/2793,G-H=-204/1322 WEBS B-K=-2947/447,B-J=-134/2018,C-J=-1840/291,D-J=-340/2587,D-H=-1394/264, E-H=-91/1321,E-G=-1645/255 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide GAn(�� will fit between the bottom chord and any other members,with BCDL=10.0psf. IA S/ 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 0 ilk 8)Provide mechanical connection(by others)of truss to bearing plate atjoint(s)G. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) .4Z K=133.G=141. r 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. -.0� k� :95SG June 26,2019 7 7uss WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. sign valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not .system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTel<• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?Pl1 Qualify Criteria,DSB•89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bra Industrial Road Bradford,ON,L3Z 3G7 JOb �TMB s Type Qly Ply -PAC-3905 172nd St NE-Arlington-WA U1353035 s2S191 D5 Ililalf Hip 1 1 I i I I Job Refelenoe lonatJ Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s Jun 11 2019 MiTek Industries,Inc. Wed Jun 26 16:58:24 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-HowvUS GCbAtTeoCcJgmSQCKZihyBug9LYXHXPxz2Lnz _ 4-4-12 $4.14 14-7-7 21-0-6 25-10•8 4-4-12 f 4.0.1 6.2.9 6.4-15 4.10.2 Scale=1:44.2 5x6 = 2x4 11 E F 4.12T2 N 3x7 = 4x7 0.25 12 M 5x6 410 I - %� \• � ' J I H O P K 4x7 - 4x10 MT18HS = G 5x10 = 3x5 4x7 84-14 16-8-3 25-10-8 8.4-14 8-3.6 9.25 Plats is[X Y�- [A Q-2.0,0-1-81ti[Cb-2>8�0.3 OJ,L:o a a,0 1-BJ [E 0 2-12,0.1-121,[H:0_1-12,0-1-8],1J10-3.8 0.1_121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.91 ! Vert(LL) -0.38 G-H >799 240 MT20 197/144 (Roof Snow=2 BCDL 13.3.0 Lumber DOL 1.15 BC 0.68 Vert(CT) -0.66 H-J >464 180 MT18HS 197/144 Rep Stress Incr YES I WB 0.96 Horz(CT) 0.07 G n/a n/a BCDL 10.0 BCDL 10.0 Code IBC2015YTP12014 l Matrix-MS Weight:102 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2'Except' TOP CHORD Structural wood sheathing directly applied, except end verticals,and C-E:2x4 SPF 2100F 1.8E 2-0-0 oc purlins(6-0-0 max.):A-L,E-F. BOT CHORD 2x4 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 9-7-6 oc bracing. WEBS 2x3 SPF No.2"Except" WEBS 1 Row at midpt B-K,E-G K-L:2x6 SPF No.2,B-K,E-G:2x4 SPF No.2 REACTIONS. (lb/size) K=1226/0-5-8,G=1226/0-2-8 Max Horz K=195(LC 11) Max Uplift K=-129(LC 10).G=-146(LC 10) Max Grav K=1274(LC 2).G=1389(LC 39) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-282/190,B-C=-4974/570,C-D=-5440/664,D-E=-2286/248,F-G=-255/44 BOT CHORD J-K=-662/2988,H-J=-394/2685,G-H=-152/954 WEBS B-K=-3002/436,B-J=-132/2119,C-J=-1960/300,D-J=-385/2798,D-H=-1363/272, E-11--174/1053,E-0--1495/243 NOTES- 1)Wind:ASCE 7-10;Vult=11 Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, ,� IjA[t(.��,1 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide \\'AS/ r will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)G. ^` cn 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) VA K=129,G=146. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ♦�. C/STI SS'�nNAI CCV June 26,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall .�' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Ml lek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI1TPI1 Quality Criteria,OSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job rues 6 Type LKY Ply PAC.3W5 172nd St NE-Arlington-WA ,25191 �D6 'Half Hip 1 1/ U1353036 IJob Reference tionai Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s Jun 11 2019 MiTek Industries,Inc. Wed Jun 26 16:58:26 2019 Page 1 I D:rCTm K6iuyDTtyZuzrFbeDzl USd-EO2fu8HT7n7At6M?QaowVd PzAUecMlce?rmdUgz2Lnx 4-4-12 8.4-14 13 3 6 17-11-13 234)4 25.10.8 44-12 - - - 4-0-1 4-10$ 4$-7 "_9 2-1- 0.22 Scale=1:44.3 5x6 = 1.5x4 F G 4.12 112 1.5x4 .'ram 3x7 4x7 '/ice/ r/ 0.25;12 p 5x6 = \ D $ A B C i K J I N O L 4x6 = H 5x10 = 4x6 = 5x8 = 3x5 = 8-4-14 17.11-13 2Sr10 t1 , 84-14 9.6-15 7.1011 Plate Offsets.(X Y)-_ -81,jC:0-2-8,0-3-0],_(D 0-3_8,0-1-12j,(F 0-3�0.0_-1-12�,_ 0 278.0-1-12�,[K 0-3$,Q72 0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. Tn (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.65 Vert(LL) -0.38 I-K >796 240 MT20 197/144 Snow=2 1 TCDL 3.0 Lumber DOL 1.15 BC 0.68 Vert(CT) -0.72 I-K >424 180 BCLL 10.0 Rep Stress Incr YES WB 0.90 Horz(CT) 0.07 H n/a n/a BCLL 10.0 Code IBC2015ITP12014 Matrix-MS Weight:109 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF N0.2`Except" TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, C-F:2x4 SPF 2100F 1.8E except end verticals,and 2-0-0 oc purlins(6-0-0 max.):A-M,F-G. BOT CHORD 2x4 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 9-6-6 oc bracing. WEBS 2x3 SPF No.2"Except` WEBS 1 Row at midpt B-L,F-H L-M:2x6 SPF No.2,B-L,D-I,F-H:2x4 SPF No.2 REACTIONS. (lb/size) L=1226/0-5-8,H=1226/0-2-8 Max Horz L=208(LC 11) Max Uplift L=-124(LC 10),H=-150(LC 10) Max Grav L=1270(LC 2),H=1490(LC 39) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-B=-265/192,B-C=-5073/534,C-D=-5532/616,D-E=-2006/173,E-F=-2005/231 BOT CHORD K-L=-669/3047,I-K=-455/3057,H-1=-89/572 WEBS B-L=-3084/417,B-K=-109/2161,C-K=-1936/274,D-K=-305/2620,D-1=-1500/264, E-1=-552/140,F-1=-240/2058,F-H=-1465/230 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide (a`l GA RC, will fit between the bottom chord and any other members,with BCDL=10.0psf. ') WAS y 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. n� ��/,.I 8)Provide mechanical connection(by others)of truss to bearing plate atjoint(s)H. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) L=124,H=150. — 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. .off +9586 cy N, June 26,2019 A WARNING-Verify design parameers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI1TPl1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job TtYss - :Type oty Ply PAC-3905 172nd St NE-Arlington-WA U1353037 125191 D7 Half Hip 1 1 � I lJob�Ref@rencs�c�tb^al) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s Jun 11 2019 MiTek Industries,Inc. Wed Jun 26 16:58:27 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFboDzIUSd iDc16U15u5G1VGxB_HJg1gy6tu_M5CCoEVWBOGz2Lnw 4-4-12 4 13-11-6 19-5-14 I 25-M 25.10.8 4-4-12 4 0 1 5-6 8 5 B$ 5 8 8 Mm 1.5x4 Scale=1:53.8 1.5x4 II 4x4 = F G 4.12 'i 4x4 E �/ N i 3x7 = 47 0.25 i1_2 ,D M '� 4x10 �- B = am'+ J I P Q L K Fig 4x6 = 5x10 = 4x10 MT1BHS = 4x5 = 4x6 = 8-4-14 17-0-7 25-10-8 8.4.14 8.7-9 8 10 1 ----------- _Plate Offsets(X,Y}_[[A_a2*8,0-7 8J,_1C:0-2-1-2,073 4],.(D:p3-A.0 1-8JJ _0 1.8.0-1-8],(F:0-2-0 Eopj.�H 0 2-4,P2-0,[I:0-1-8 a_1_-88 (K-04-8,0-1-12) --�— LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP (Roof Snow=2 TCLL 2 10) Plate Grip DOL 13. .15 TC 0.79 Vert(LL) -0.37 I-K >819 240 tt MT20 1971144 ( t Lumber DOL 1.15 BC 0.65 Vert(CT) -0.67 I-K >460 180 MT18HS 197/144 BCLL 10.0 TCDL 0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.08 H We n/a 13CDL 10.0 Code IBC2015/TP12014 Matrix-MS I Weight:106 to FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2"Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, C-F:2x4 SPF 210OF 1.8E except end verticals,and 2-0-0 oc purlins(10-0-0 max.):A-M,F-G. BOT CHORD 2x4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 9-6-4 oc bracing. WEBS 2x3 SPF No.2"Except" WEBS 1 Row at midpt B-L,E-H L-M:2x6 SPF No.2,G-H,B-L,E-H:2x4 SPF No.2 REACTIONS. (lb/size) L=1224/0-5-8,H=1224/0-2-8 Max Horz L=222(LC 11) Max Uplift L=-118(LC 10),H=-162(LC 14) Max Grav L=1271(LC 2),H=1567(LC 33) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-275/189,B-C=-5094/513,C-D=-5566/599,D-E=-2238/179,H-N=-274/72 BOT CHORD K-L=-675/3054,I-K=-421/2922,H-1=-211/1459 WEBS B-L=-3080/403,B-K=-103/2176,C-K=-1990/277,D-K=-342/2744,D-1=-1350/249, E-1--96/1453,E-1-1--1070/271,F-N--419/137 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp S;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. \��N Gnit•(_� 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide OVA. will fit between the bottom chord and any other members,with BCDL=10.Opsf. 0' _ 8)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi, 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)H. 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) L=118,H=162. 11)Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. V 39586 � v June 26,2019 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek@ connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing fTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314. Bra Industrial Road Bradford,ON,L3Z 3G7 Job (TtUSs TypB City iPly jPAC-3905 172nd St NE-Arlington-WA U1353038 � 51191 IDB IROof Special 1 1 I Job Reference optional Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s Jun 11 2019 IutfTek Industries,Inc. Wed Jun 26 16:58:28 2019 Page 1 I D:rCTmK6iuyDTt_yZuzrFbeDzl U Sd-APAQJgJjfPOu7PVOY?gOa2VJ KI LpgeBxT9FkYiz2 Lnv 4-4-12 8-0-14 14-1-15 19-10-15 25-10-8 4-4-12 - 4-0-1 5-9-1 5-9-1 5-11-9 Scale:1/4"=l' 1.5x4 II F 4.12'12 4x4 E f 3x7 4x7 = - 1�• \ \ 0.25 12 D u? \ ro o A 3B0 C/ K I H M N G 4x6 = 500 = 4x7 =4x4 = 3x5 = 8-4-14 17-0-7 25.1" 84-14 8-7-9 6-10.1 Plate Offsets(VJ=_J :0-2-4,0.1-81,(C:0•2-12,0-3-01,[D_04f.0-1-E1,.F—'q-?-O,Q-?-01,..[H:+12r0-1-t3J, LOADING (psf) SPACING 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.68 Vert(LL) -0.33 H-J >919 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 I BC 0.64 Vert(CT) -0.63 H-J >490 180 TCDL 13.0 Rep Stress Incr YES WB 0.96 Horz(CT) 0.07 G n/a n/a _ BCLL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:104 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, C-F:2x4 SPF 2100F 1.8E except end verticals. BOT CHORD 2x4 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 9-6-0 oc bracing. WEBS 2x3 SPF No.2*Except* WEBS 1 Row at midpt B-K,E-G K-L:2x6 SPF No.2,B-K,E-G:2x4 SPF No.2 REACTIONS. (lb/size) K=1226/0-5-8,G=1226/0-2-8 Max Horz K=230(LC 11) Max Uplift K=-116(LC 10),G=-174(LC 14) Max Grav K=1321(LC 3),G=1325(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-277/189,B-C=-4710/498,C-D=-5135/584,D-E=-1908/170 BOT CHORD J-K=-678/3070,H-J=-412/2427,G-H=-200/1106 WEBS B-K=-3078/394,B-J=-97/1749,C-J=-1812/275.D-J=-347/2803,D-H=-1103/250, E-H=-108/1383,E-G=-1502/274 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �� G•�/l(� will fit between the bottom chord and any other members,with BCDL=IO.Opsf. OVA 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 0 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)G. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) K=116,G=174. /. CIS-1 June 26,2019 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1-7473 rev.1010312015 BEFORE USE, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall mi, building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing T is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the N IQ fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job fU55 ;Type Qly Ply •PAC-3905 172nd St NE-Arlington-WA 125191 O9 Root Special 1 1 I U1O53039 Job Reference ioptionall Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s Jun 11 2019 MiTek Industries,Inc, Wed Jun 26 16:58:29 2019 Page 1 I D:rCTu1K6i uyDTLyZuzrFUeDzI USd-ebkuXAJ LQi W IkZ4a5iMd7F 1 RV i f_Z6e41 ip?H49z2Li iu 4 4 12 8 4-14 14.2•15 20 0 15 26-1.8 29.0 6 4 4 12 441 5.10.1 5 10 1 6-0-9 2-10-1) 4 4.12'12 Scal91=1:50,1 2x4 11 G ' 4x4 4x6 F E ' 3x7 = 4x6 0.25 [12 D I AVA� r 3x10 = 5lc6 A B 0 C Al L K J P O l 4fi6 = 5x10 = 4x7 =44 = 8-4-14 I 17-2-9 26-1-8 ' U-4-14 8-9-11 8-10-15 _Plate Offsets(X.Y)- [A-16 2.8,9-1$1,[6:0.4-12,0-1-8],[C:0-2-12�0-3.00 -.0-2-12,0-1-81.(E:0-WEd981.[F:0-1-0,0.2-0),JJ.0-1-12,0f1-8],fL0.34o-2-ol LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 I 0) (Roof Snow=2 Plate Grip DOL 1.15 TC 0.84 Vert(LL) -0.33 J-L >952 240 MT20 197/144 TCDL 13. Lumber DOL 1.15 BC 0.64 Vert(CT) -0.63 J-L >493 180 BCLLL 10.0 Rep Stress Incr YES WB 0.95 Horz(CT) 0.07 I n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-MS Weight:116 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2"Except" TOP CHORD Structural wood sheathing directly applied or 2-2-1 oc purlins. A-C:2x4 SPF No.2,C-E:2x4 SPF 21 OOF 1.8E except end verticals. BOT CHORD 2x4 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 9-6-2 oc bracing. WEBS 2x3 SPF No.2*Except" WEBS 1 Row at midpt B-M,F-I M-N:2x6 SPF No.2,B-M,F-I:2x4 SPF No.2 REACTIONS. (lb/size) M=1225/0-5-8,1=1480/0-5-8 Max Horz M=260(LC 11) Max Uplift M=-106(LC 10),1=-236(LC 14) Max Grav M=1275(LC 3),1=1528(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-276/188,B-C=-4620/444,C-D=-5039/526,D-F=-1856/124,G-1=-558/256 BOT CHORD L-M=-677/2974,J-L=-398/2376,I-J=-185/1068 WEBS B-M=-2983/328,B-L=42/1755,C-L=-1776/259,D-L=-332/2752,D-J=-1080/251, F-J=-1 Ub1136U,F-1=-1 4 4112 5 4 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1,10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. �(e r OARc�� 6)This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. S 7)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide C�1r _ will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. ` 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except Qt=lb) - M=106,1=236. ire 39586 SS/ON n L�. June 26,2019 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.1010312015 BEFORE USE, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not • a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only,Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TP11 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 'Job Truss s Type Qty Ply PAC-3905 172nd St NE-Arinlglon-WA U1353040 li 25191 D10 )Roof Special 1 1 I IJob Relap ng[optlonalj Alliance Truss (CA), Abbotsford,BC-V2S 7P6, U10 s Jun 112019 MITek Industries,Inc. Wed Jun 2616:68:00 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-_OUgRFz9Fossm6M?v6KgR8KX10nPG?Spl oTFaKz2LoL 41-l2 8�-!� 14-2-15 20-0-15 26-1-8 30-3-0 4-4-12 i 4 01 fi 10.1 &!0 t 6-0-9 ~ 4-1-8 4.12 12 -1;fn1.5 2x4 11 d G 4x4 46 30 = 46 0.25112- 0 Co `— K J Q R M. L -. 4x6 = 5x10 = 47 =4x4 = 3x6 = 6-4-14 .17-1-15 26-1-8 30-1 8 14 54-1 8-11-9 4-0-0 -Plate Offsets•SX,Y}� , 24,01-��[e:a2-120, .3.0],Lo:0-2-42,a1-8j,,[Ea3-0.EdgeJ,(F:o-1-0.0-2-0j,.jJ;0.1_72,01-8J,[L:0-3-4,0-2q LOADING (psf) 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL (Roof Snow=2 25. Plate Grip DOL 1.15 TC 0.64 Vert(LL) -0.33 J-L >949 240 MT20 197/144 TCDL 13.0 Lumber DOL 1.15 BC 0.63 Vert(CT) -0.63 J-L >494 180 BCLL 10.0 Rep Stress Incr YES WB 0.95 Horz(CT) -0.18 H n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-MS Weight:120 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2"Except' TOP CHORD Structural wood sheathing directly applied or 2-2-1 oc purlins, A-C:2x4 SPF No.2,C-E:2x4 SPF 210OF 1.8E except end verticals. BOT CHORD 2x4 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 9-7-4 oc bracing. WEBS 2x3 SPF No.2"Except" WEBS 1 Row at midpt B-M,F-I M-N:2x6 SPF No.2,G-I,B-M,F-I:2x4 SPF No.2 REACTIONS. (lb/size) M=1221/0-5-8,H=71/Mechanical,1=1499/0-5-8 Max Horz M=264(LC 14) Max Uplift M=-96(LC 10),H=REL,1=-282(LC 14) Max Grav M=1274(LC 3),H=71(LC 1),1=1555(LC 3) FORCES. (lb)-Max.Comp./Max.Ten,-All forces 250(lb)or less except when shown. TOP CHORD A-B=-275/187,B-C=-4608/389,C-D=-5026/466,D-F=-1849/83,G-1=-510/228 BOT CHORD L-M=-663/2972,J-L=-374/2362,I-J=-158/1049 WEBS B-M=-2981/330,B-L=-44/1744,C-L=-1773/239,D-L=-313/2754,D-J=-1080/253, F-J=-111/1364,F-1=-1415/223 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s truss has been designed for a 6) flit between the bottom chord and any other live finembers,with BCDL 10chord psf.all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 20.Opsf on the bottom ,�(\`t C'`�1ZC_J9 WAS 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. i�t 7y1 8)Refer to girder(s)for truss to truss connections. �\ r\ 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)M except Qt=lb) 1=282. -- 10)"A"indicates Released bearing:allow for upward movement at joint(s)H. 9536 :Gils June 26,2019 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mli-7473 rev.1010312015 BEFORE USE, Design valid for use only with MiTekOO connectors,This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSO-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3,37 Job jTruss i Type City ]Ply •PAC-3905 172nd St NE-Arlington-WA 25191 �D11GABLE 1 1 1 U135304 i Job Reference(optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s Jun 11 2019 MiTek Industries,Inc. Wed Jun 26 16:58:03 2019 Page 1 ID:rCTmK81uyDTtyZuzrFbeDzIUSd-Pb9z3H 7I YJERdaSeaFuX3myt9DIoTLIGJmivBfz2Lut 4-4-12 I 8-4-14 27-6-0 30-3-0 , 44-12 4-0.1 19-1-2 2-9-0 4 17 12 So*.=1:52.9 2x4 2x4 II Iv 5x6 5� 2x4 11 L K J H tl1 3x7 = O_ / �.� _ 0.25 12 /i / 4 1 j F /- l �m 8x12 MT18HS = E �/ r 5x16 D - A B AC C l AA Z Y X W V U T S R O P 0 5xl0 = 6x8 = 4xl0 MT18HS = 8-4-14 I 27-6-0 &4.14 19-1.2 Plate Offsets(X,Y} _(A:0-2 5 Edge,[Z 0-2-8,6-3-001,_[AA 0-3.4,0-3-0] LOADING (psf) ( SPACING- 2-0-0 CSL DEFL. n (loc) I/dell L/d PLATES GRIP TCLL 20) Plate Grip DOL 1.15 TC 0.71 Vert(LL) 0 02 N n/r 120 MT20 197/144 (Roof Snow=2 13. Lumber DOL 1.15 BC 0.78 Vert(CT) -0,00 M-N n/r 120 MT18HS 197/144 TCLL 13.0 Rep Stress Incr YES WB 1.00 Horz(CT) -0.12 0 n/a n/a BCDL 10.0 BCLL 10.0 Code IBC2015/TPI2014 Matrix-S Weight:143 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF 210OF 1.8E"Except' TOP CHORD Structural wood sheathing directly applied or 2-7-14 oc purlins, J-N:2x6 SPF No.2 except end verticals. BOT CHORD 2x4 SPF 210OF 1.8E"Except` BOT CHORD Rigid ceiling directly applied or 2-10-12 oc bracing. O-V:2x4 SPF No.2 WEBS 1 Row at midpt M-0,B-AA,B-Z WEBS 2x4 SPF No.2"Except" AA-AB:2x6 SPF No.2,C-Z:2x3 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. All bearings 27-6-0. (Ib)- Max Horz AA=268(LC 40) Max Uplift All uplift 100 lb or less at joint(s)Q,R.T.U,W.X except AA=-1616(LC 38),0=-174(LC 41),Z=-472(LC 46),P=-182(LC 20),S=-109(LC 47),Y=-173(LC 5) Max Grav All reactions 250 lb or less at joint(s)P,Q.R.T,U.W,X except AA=1761(LC 45),0=679(LC 20),Z=1086(LC 31),S=259(LC 28) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-1431/1393,B-C=-7214/7062,C-D=-6444/6242,D-E=-6071/5912,E-F=-5390/5247, F-G=-4712/4583,G-H=4033/3919,H-1=-3356/3258,I-J=-2652/2570,J-K=-1955/1864, K-L=-1314/1259,L-M=-665/617,M-0=-668/274 BOT CHORD Z-AA=-4510/4636,Y-Z=-5899/5898,X-Y=-5501/5465,W-X=-4908/4907,U-W=4288/4287, T-U=-3668/3667,S-T=-3048/3047,R-S=-2428/2427,Q-R=-1807/1807,P-Q=-1187/1187, O-P=-567/567 WEBS B-AA=-4848/4730,B-Z=-4314/4439,C-Z=-2019/1936 NO WE d-ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; ,��r CiA(l(.q 'AS MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 <� it ��• 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs 31)$8� non-concurrent with other live loads. ��I• Z��L1S'11's��� `1r 6)Provide adequate drainage to prevent water ponding. /,•S, `�>> 7)All plates are MT20 plates unless otherwise indicated. SY'ONAL C' 8)All plates are 1.5x4 MT20 unless otherwise indicated. 9)Gable requires continuous bottom chord bearing. 10)Gable studs spaced at 2-0-0 oc. June 26,2019 d f 10 f om chord Hver load nonconcufferint vili h any other live WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE, INS Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall OF building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing �•eL• is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 11,, 1k fabrication.storage,delivery,erection and bracing of trusses and at"systems,see ANSI/TPl1 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lao Street,Suite 312,Alexandria,VA 22314. Bra Industrial Road t Bradford,ON,L3Z 3G7 b Truss Type City IPly PAC-3905 172nd St NE-Arlington-WA U1353041 25191 D11 GABLE 1 1 Job Reference (optional _ Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s Jun 112019 MiTek Industries,Ire. Wed Jun 26 16:58:03 2019 Page 2 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-Pb9z3H?1 YjERda5aaFuX3myO9DIoTLIGjmivBfz2Lol NOTES- 12)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 13)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 14) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)Q,R,T,U.W,X except Qt=lb)AA=1616,0=174,Z=472 ,P=182,S=109,Y=173. 15)This truss has been designed for a total drag load of 310 plf,Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 27-6-0 for 310.0 plf. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrical!on.storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss i Type Ply Ply PAC-3905 172nd St NE-Arlington-WA I U1351237 25191 D12 Half Hip Girder 1 _iJOb Reference(optional)_ _ Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries.Inc. Tue Jun 11 14:00:09 2019 Page 1 ID.iCTmKOiuyDTt yZurtFlieDAUSJ-M_gH15dJ654GuiikH1MIeReToF_tn1YiiHU58TBTz7Kp4 2-" @ 9 9 11-9.10 1 2-0-0 4-9-9 5-0-1 Scale=1:19.9 0.25 12 4x4 = 3x4 = 4x4 = T A 3x4 _ B C D I _r G 4x8 = ( J F 4x4 = K L E Y� 2x4 3x4 I 2-" 6 9 9 11-910 , 2-U-U 4-9-9 5-0-1 Plate Offsets(X.Y}- (A_0--8,o-1-el,[e:0,-270 o-z-41,P:0-_2-0.0-1-8[,V 94 ,o-2-e[,[F a1 112,0--1;1, LOADING (psi) I SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 1 TC 0.39 Vert(LL) -0.06 F >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1-15 BC BC 0.47 Vert(CT) -0.11 F-G >999 180 DLL 10.0 Rep Stress Incr NO WB 0.55 Horz(CT) 0.01 E n/a n/a BCDL 10.0 Code IBC2015(TPI2014 Matrix-MS Weight:47 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SPF No.2 except end verticals,and 2-0-0 oc purlins(4-2-4 max.):B-D. WEBS 2x3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) H=721/0-5-8,E=727/Mechanical Max Horz H=37(LC 11) Max Uplift H=-103(LC 8),E=-105(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-H=-744/144,A-B=-904/176,B-C=-941/190,C-D=-1637/319,D-E=-590/139 BOT CHORD F-G=-335/1637 WEBS A-G=-206/1116,C-G=-720/152,D-F=-311/1590 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterlor(2)zone;cantllever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except Qt=lb) H=103,E=105. ,�)(�, Ci.^ 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. S/f 10) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)67 lb down and 23 lb up at 0 41, 2-0-12,67 lb down and 23 Ib up at 4-0-12,67 Ib down and 23 Ib up at 6-0-12,and 67 Ib down and 23 Ib up at 8-0-12,and 67 Ib �� r; down and 23 lb up at 10-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. yi 1 11) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform ?9586 Vert:A(D=-76,E-H=-20 ��'%��.G/$'►'l Concentrated Loads(lb) `SS/ONAIJ Vert:G=-67(B)1=-67(B)J=-67(B)K=-67(B)L=-67(B) June 14,2019 AWARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing laffe! is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPl1 Quality Criteria,DSB•89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job I'TN- '8 Type Qly iply AC•3905 172nd St NE-Arlington-WA 125191 IQl3 HAIf Hip 1 1 iJ U1351236 ob Reference ioptbnal) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 a May 22 2019 MlTek Industries,Inc. Tu0 Jun 11 14:00:09 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-M_gHr5dJ654GenkH1 MIeReTgm_rjYj5HU5eTBTz7Kp4 f, 4-M 7-9-9 11-9-10 4-0-0 3 9 9 4-0-1 Scale=1:20.1 0.25 [12 4x4 3x4 = 2x4 II A 3x5= B O D t F E 3x8 = G 1.5x4 II 3x4 = 4-0-0 11-9 10 4.0.0 7-9-10 Plate Offsets{X,Y)- [110.0-0 0-0apk[E Etlge.o l-s1,_[F:o-3-4 9 11-o LOADING (psf) SPACING- 2-0-0 I CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.30 Vert(LL) -0.11 E-F >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.60 Vert(CT) -0.24 E-F >587 180 TCDL 13.0 Rep Stress Incr YES WB 0.46 Horz(CT) 0,01 E n/a n/a BCLL 10.0 Code IBC2015ITP12014 I Matrix-MS Weight:39 Ib FT=20% BCDL 1.0.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-6 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals,and 2-0-0 oc purlins(5-4-14 max.):B-D. WEBS 2x3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) G=556/0-5-8,E=556/Mechanical Max Horz G=41(LC 9) Max Uplift G=-64(LC 8),E=-65(LC 9) Max Grav G=571(LC 2),E=571(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-G=-539/104,A-B=-1115/151.B-C=-1127/159 BOT CHORD E-F=-248/988 WEBS A-F=-147/1144,B-F=-258/98,C-E=-990/259 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)G,E. 'vntl GA RC. 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 41, 39.586 �i. r/Glvr- � � S7r/N LV, June 14,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors,This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Wei( is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the i fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 Quality Criteria,DSB-89 and BCSI Building Component Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Streel,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job ID14 TrIM i Type CAy [Ply -PAC-3905 172nd St NE-Arlington-WA 125191 HaH Hip 1 I t Job Reference net U1351239 Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:00:10 2019 Page 1 ID:rCTmK61 uyDTtyZuzrFbeDzl U Sd-gAOf2RextOC6FxJ Ua3ptzrOw'2OHxHBNQjlOojvz/Kp3 6-0-0 11-9-10 6-0-0 i 5-9-10 r Scale=1:19.9 0.25 112 4x7 = 4x4 A4x4 c B C pf E D 4x8 3x4 3x4 6-0-0 11-9-10 6-0.0 5.9.10 Plate Offsets(X.Y)— [A 0 1-12,0-1-81�[8;0.3$.0 2.4],[C:0-1-12,0-1$J I Edge,O-2-81 LOADING (psf) 1 SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 13.0 1.15 TC 0.56 Vert(LL) 0.06 D-E >999 240 MT20 197/144 TCDL (Roof Snow=2 Lumber DOL 1.15 I BC 0.22 Vert(CT) -0.11 D-E >999 180 Rep Stress Incr YES WB 0.39 Horz(CT) 0.00 D n/a n/a BCLL 10.0 Code IBC2015/TP12014 I Matrix-MS Weight:41 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or4-1-14 oc purlins• BOT CHORD 2x4 SPF No.2 except end verticals,and 2-0-0 oc purlins(4-3-4 max.):B-C. WEBS 2x3 SPF No.2"Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. C-E:2x4 SPF No.2 REACTIONS. (lb/size) F=556/0-5-8,D=556/Mechanical Max Horz F=41(LC 9) Max Uplift F=-64(LC 8),D=-60(LC 8) Max Grav F=571(LC 2),D=571(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-F=A95/122,A-B=-1221/192,B-C=-1241/205,C-D=-496/123 WEBS A-E=-183/1140,B-E=-430/160,C-E=-204/1192 NOTES- 1)Wind:ASCE /-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding, 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)F,D. ,� 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. WAS Z is ,Gx 3 39586C -''Glsv NA1, June 14,2019 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114II-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate[his design into the overall • building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M MiTek• fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,Road 3G7 I b Truss ,,Type ty IFV , 'PAC-3905 172nd Sit NE-Arlington-WA U1351240 5191 ID15 Half Hip 1 I � 1 6 �,tob Rete'ena�opUonal)_` Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:00:11 2019 Page 1 I D:rCTmK6iuyDTt_yZuzrFbeDzl U Sd-J Mx2GnfZeiKzt5ug8nK6W 3ZAHoXGOdZayP7aGLz7Kp2 4-0-2 8-0-0 11-9-10 t 4-0-2 3-11-13 �—- - 3 9 10 ' Scale=1:20.1 0.25 112 3x4 = 4x4 3x5 2x4 B C D A v' F E - 3xB = G 3x4 1.5x4 8-0-0 11-9-10 EM 3-9-10 Plate Offsets CX_.YJ_..IF_0.2-4,0.1.81,IGEd9er01-8J. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.30 Vert(LL) -0.11 F-G >999 240 MT20 197/144 (Roof Snow=2 TCDL 13. Lumber DOL 1.15 BC 0.59 Vert(CT) -0.23 F-G >607 180 BCLL 10.0 Rep Stress Incr YES WB 0.46 Harz(CT) 0.01 E n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-MS Weight:41 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-6 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals,and 2-0-0 oc purlins(5-5-4 max.):C-D. WEBS 2x3 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. D-F:2x4 SPF No.2 REACTIONS. (lb/size) E=557/Mechanical,G=557/0-5-8 Max Horz G=44(LC 9) Max Uplift E=-65(LC 9),G=-64(LC 8) Max Grav E=571(LC 2).G=571(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-1062/147,C-D=-1074/155,D-E=-541/105 BOT CHORD F-G=-262/995 WEBS B-G=-993/261,C-F=-262/99,D-F=-156/1132 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7)Refer to girder(s)for truss to truss connections. [a` GARc�9 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)E,G. 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. G Z 39586 June 14,2019 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek Rp connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MITek� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 qualify Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,Road 3G7 Job Truss I.Type Qty Ply PAC-3905 172nd St NE-Arlington-WA I U1351241 .26191 D16 Roof Special 4 1 Allianco Truss (CA), Abbotsford,BC-V2S 7P6, 6.310 s May 22 2019 MiTek Industries.Inc. Tue Jun 11 14:00.11 2019 Page 1 I D:rCTm K61uyDTtyZuzrFbeDzl USd-J Mx2G nfZel Kzt5ug8n K6W3Z86odtOe6ayP7aGLz7Kp2 5-10-13 11-9-10 6.10.13 5-10-13 Scala=1:19.5 0.25 12 1.5x4 I 4x5 = B C A4x4 I s � i G D 4x8 = F 3x4 11 2x4 11 5-10-13 11-9-10 8-10.13 5-10-13 Plate offsets(x,Y)-�ao•i-12,a1-1z� [c2- .a2 olso:a2-0_;ao 9J. LOADING (psf) I SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.43 Vert(LL) -0.07 E-F >999 240 MT20 197/144 (Roof Snow=25.0) I Lumber DOL 1.15 BC 0.23 Vert(CT) -0.13 E-F >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.42 Horz(CT) 0.00 D n/a n/a BCLL 10.0 Code IBC2015/TP12014 I Matrix-MS Weight:39 lb FT=20% BCDL 1010 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-3 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) F=557/0-5-8,D=557/Mechanical Max Horz F=44(LC 11) Max Uplift F=-64(LC 8).D=-61(LC 12) Max Grav F=571(LC 2),D=571(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-F=-492/123,A-B=-1309/237.B-C=-1249/215,C-D=-497/122 WEBS A-E=-235/1236,B-E=-498/182,C-E=-218/1220 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)F,D. N?v GARC`�,� NNA, ,r� 9586 .`� 0. i//S1tvv �`�41 Ss�ONAL��� June 14,2019 AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek)connectors.This design is based only upon parameters shown,and is for an individual building component,not r a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design- Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing ek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the i fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB•89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 job Trues Type Oty Pty AC-3005 172nd St NE-Arlington-WA U1353042 t25191 D16A Roof Special 3 1 1 ob Reference�opUonal) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s Jun 11 2019 MiTek Industries,Inc, Wed Jun 26 16:58:05 2019 Page 1 I D:rCTmKBiuyDTt_yZuzrFbeDzl USd-L_Hj Uz114KU9stFzhgw?8B2TN 1 Xgx KLYA4BO FYz2LoG 3-9-9 t 7.4.10 3 11.9.10 34-9 3-7-1 4-5-0 3x7 = Scale=1:22.3 I 1.5x4 II 4.12.12 D 0.25 112 441 3x4 A B C i i I F E 0 3x4 = 3x4 = 3x5= 5-10-13 11-9-10 5-10-13 5.10.13 -` Plate Offsets(x.Y)— _(Ai0-24t 1-a).1C:0-2-0.o-24],(D dye._o-2-a1, LOADING (psf) J SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) -0.05 E-F >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.43 Vert(CT) -0.09 E-F >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.58 Horz(CT) 0.02 E n/a n/a BCLL BCDL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:46 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-2 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2"Except` BOT CHORD Rigid ceiling directly applied or 9-3-4 oc bracing. G-H:2x6 SPF No.2 REACTIONS. (lb/size) G=55110-5-8,E=551/Mechanical Max Horz G=177(LC 11) Max Uplift G=-80(LC 10),E=-78(LC 14) Max Grav G=584(LC 3),E=573(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown, TOP CHORD B-C=-11421190 BOT CHORD F-G=-400/996,E-F=-292/1028 WEBS B-G=-997/284,C-E=-1069/280 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design, 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. (,y G` I/C, 8)Refer to girder(s)for truss to truss connections. 9 Provide mechanical connection b others of truss to bearing late capable of withstanding 100 lb uplift at'oint s G,E. Cl� 'AS - ( Y ) 9 P P 9 P 1 ( ) 39586 t June 26,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors,This design is based only upon parameters shown,and is for an individual building component,not a truss system_Before use,the building designer must verify the applicability of design parameters and properly incorporate[his design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the I fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314, Bradford,ON,1-3Z 3G7 'Job Muss ;-Type QIlly jPiy PAC-3905 172nd St NE-Arlington-WA U1351243 I25191 617 Monopitch Girder 1 Job Reference(optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc- Tue Jun 11 14:00:13 2019 Page 1 I D a CTn IK6iu y DTL_yZuzi Fbe Dzl USd-Fl3ul ITyNAJaI i6P23GCMabU ePxcFAUUAtPjcg KEz7KpO 5-10-13 11-9-10 5-10-13 5-10-13 Scale=1:19.6 0.25 '12 2x4 11 5x10 MT18HS = B C A 7x8 = - I O O �l 7I -�_ E 0 ` 6x8 F 4x5= 4x6 5-10-113 _ 11410 b-10-13 5.10-13 Plate Offsets(X,Y)- P.EEdge,0-2-01,(EV 4-0,0-2-4j,_[�:0 LOADING (psf) I � LOADING 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL Plate Grip DOL 1.15 TC 0.73 Vert(LL) -0.09 E >999 240 MT20 197/144 13.(Roof Snow=2 Lumber DOL 1.15 BC 0.44 Vert(CT) -0.18 E >761 180 MT18HS 197/144 TCDL 13.0 Rep Stress Incr NO WB 0.64 Horz(CT) 0.00 D n/a n/a BCLL 10.0 BCDL 10.0 • Code IBC2015TTP12014 Matrix-MS Weight:116 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-13 oc purlins, BOT CHORD 2x6 SPF No.2 except end verticals. WEBS 2x4 SPF No.2"Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. A-F:2x6 SPF No.2 REACTIONS. (lb/size) F=2548/0-5-8,D=2548/Mechanical Max Horz F=40(LC 9) Max Uplift F=-863(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-F=-2314/988,A-B=-5660/0,B-C=-5662/0,C-D=-2332/0 BOT CHORD E-F=0/939,D-E=0/545 WEBS A-F=0/4802,B-E=-251010,C-E=0/5249 NOTES- 1)2-ply truss to be connected together with Wd(U.131"x3")nails as follows: Top chords connected as follows:2x6-2 rows staggered at 0-9-0 oc,2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=l1Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 5)Provide adequate drainage to prevent water ponding. ,� GAR(, 6)All plates are MT20 plates unless otherwise indicated. AS 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 9)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 10) Refef to girder(s)for truss to truss connections. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) 12) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1800 lb up at 0-2-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. V� LOAD CASE(S) Standard NALL''� June 14,2019 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system-Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW is always required for stability and to prevent collapse with possible personal injury and properly 11Y�y damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?Pll Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Streel,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job rues Type Oty ;Ply PAG3905172nd St NE•Adington WA 25191 D 77 Mon U1351243opilch Girder 1 I 2 1Job Reference(ogionap Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:00:13 2019 Page 2 ID:rCTmK6iuyDTtyZuzrFbeDzl USd-FI3ohTgpAJah6P23GCMabUePxcFAU UAtPjcgKEz7KpO LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15.Plate Increase=1.15 Uniform Loads(plf) Vert:A-C=-426,D-F=-20 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,ereclion and bracing of trusses and truss systems,see ANSIITP11 quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Informafion available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss e Type IQty Ply -PAC-3905 172nd St NE-Arlington-WA U1351244 25191 D18 Half Hip Girder 1 3 Job Reference(oplilwa) Alliance Truss [CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc- Tue Jun 11 14:00:14 2019 Page 1 ID.i CTI i iKBiuyDTt_yZuzi FUeDzIUSU-jxdAupl iRxdiYkYdFpvlp8l iBUa?33DuVOeNMEsyz7Kp? 2-0-12 4.1-10 _5-10.8 7-9.12 0.11.8 12-" 14.5.12 17•tt•15 21.4.5 24.10-8 2.0-12�2414 1-8.1--4 J 1-114 1 2-1-12 240 8 2-5.12 3 8 3 3.47 3-6-3 Scale=1:44.2 7x8 2x4 II 5x6 = 5x6 = 4.12 72 H I J Z K : 5x6 G �+ 0.25 12 4x5 ' 4X10 8x10 = 2x4 11 5x12 B C 0 of - W AA V U T S R AB Q AC P O N M L 5x8 = 806 = 2x4 II 5X10 = 6X12 MT18HS = 10x12 = 6x8 = 6x8 7x8 = 6x8 = 4x6 = 2x4 !I. 4x6 = 2 0 12 4-1-10 5.10.8 7.9-12 9-11-8 12.0 0 14-5.12 17-11-15 214-5 24-10.8 24-1,14 20-1� 2 1 2.0-1-44 ' 1--8-14—F-1-11�4 2-1-12 �-2.0- -8� 2512 3.6.3 3-4-7 3-&3 0-00A2 Plate Offsets(X,Y)-- [A:04-8,0-4-0],[C:0-3-12,0-24],[D:0-3-15,0-5-4],[E:0-3-14,0-1-12],[F:0-1-8,0-1-12],[G:0-1-12,0-1-12],[H:0-5-4,0-3-8],[J:0-1-12,0-2-4],[K:0-2-0,0-1-B], [L:0-2-8 0-0-0],[M:0-1-12 0-2-121 [N:0-1-12 0-3-B] [P:0-3-8,0-2-41, Q[ 0-5-8,0-6-01 [R:0-2-4 0-2-0] [U:0-3-12 0-1-8] [W:0-6-8 0-4-0] [X:0-2-8 0-0-01 LOADING (psf) ( SPACING- 2-0-0 CSI. DEFL. in -(loc) I/deft L/d PLATES GRIP TCLL 25-0 plate Grip DOL 1.15 TC 0.68 Vert(LL) -0.28 R-T >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.97 Vert(CT) -0.55 R-T >536 180 MT18HS 197/144 TCDL 13.0 Rep Stress Incr NO WB 0.83 Horz(CT) 0.10 L n/a n/a BCDL 10,0 I Code IBC2015(TPI2014 Matrix-MS I Weight:484 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF 210OF 1.8E*Except* TOP CHORD Structural wood sheathing directly applied or 5-0-15 oc purlins. H-K:2x6 SPF No.2 except end verticals,and 2-0-0 oc purlins(6-0-0 max.):H-K. BOT CHORD 2x6 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. S-X:2x6 SPF 210OF 1,8E,O-S:2x8 SPF 1950F 1.7E WEBS 2x4 SPF No.2*Except* K-L,A-W,C-V,C-U,D-U,E-U,E-T:2x4 SPF 210OF 1.8E G-Q:2x6 SPF No.2 OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) X=10841/0-5-8,L=8708/0-3-5 Max Horz X=131(LC 13) Max Grav X=10841(LC 1),L=8876(LC 32) FORCES. (lb)-Max,Comp./Max,Ten,-All farces 250(Ib)or less except when shown. 'I OP CHORD A-X=-'IU'I98/0,A-b=-'14/84/U,8-C=-'14//8/U,U-U=-34/5l/U,U-E=-3b3y//U,E-F=-2bUb//U, F-G=-21955/0,G-H=-15401/0,H-1=-1 1 1 58/0,I-J=-11158/0,J-K=-6425/0,K-L=-8197/0 BOT CHORD W-X=O/l136,V-W=0/26948,U-V=0/26948,T-U=0/29514,R-T=0/29524,Q-R=0/24528, P-Q=0/20603,N-P=0/14927,M-N=0/6425 WEBS A-W=0/16339,B-W=-658/0,C-W=-14401/0,C-V=-49/1094,C-U=0/9444,D-U=-10513/0, E-U=0/6156,E-T=47/1398,E-R=-6676/0,F-R=0/5331,F-Q=-6427/0,G-Q=0/9476, G-P=-9748/0,H-P=0/9271,H-N=-6163/0,I-N=-331/88,J-N=0/7708,J-M=-6330/0, K-M=0/10161 NOTES- 1)3-ply truss to be connected together with MIFLK412 as follows: �ti GAI? Top chords connected as follows:2x6-2 rows staggered at 0-9-0 oc,2x4-1 row at 0-9-0 oc. ��;A$ Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc,2x8-2 rows staggered at 0-4-0 oc. �pF Webs connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=l lOmph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 C 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1,10 �Uih�t k� STL•6 5)Unbalanced snow loads have been considered for this design. 6)Provide adequate drainage to prevent water ponding. SS�UNAI.��G 7)All plates are MT20 plates unless otherwise indicated. 8)Bearing capacity is increased by the plate at joint(s)X.Plate must be within 1/4 in of bearing surface. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. June 14,2019 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEY.REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not i a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A � is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1V,11 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI1TPl1 Quality Criteria,DSB-B9 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON.1-3Z 3G7 Job Truss Type Qty Ift AC 3905 172nd St NE-Arlington-WA U1351244 25191 D18 Half Hip Girder 1 1 _ 3 IJob Reference-topUonal�__ Alliance Truss (CA). Abbotsford.BC-V2S 7P6, 8.310 s May 22 2019 MfTek Industries,Inc. Tue Jun 11 14:00:14 2019 Page 2 I D:rCTm K6iuyDTtyZuzrFbeDzl USd-jxdAuph Rxd iYkYdFpvtp8h Bba?S3 DuVOeN M Esgz7Kp? NOTES- 10)"This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 11) Bearings are assumed to be:Joint 24 SPF No.2 crushing capacity of 425 psi,Joint 12 DF No.2 crushing capacity of 625 psi. 12) Bearing atjoint(s)X,L considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 13) Load case(s)1,2,3,4,5,6,7,8,9,10,11,12,13,14,15.16,17,18,19,20,21,22,23,24,25,26,27,28,29,30,31,32,33,34,35,36,37,38,39,40,41,42,43,44, 45.46,47,48,49 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1089 lb down and 179 lb up at 2-0-12,and 3850 lb down at 12-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-426,D-G=-426,-G-H=-76,H-K=-76,X-AA=-20,AA-AB=-428(F=-408),AB-AC=-20,L-AC=-435(F=-415) Concentrated Loads(lb) Vert:W=-1089(F)Q=-3850(F) 2)Dead+0.75 Snow(balanced)+0.75 Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-370,D-G=-370,G-H=-64,H-K=-64,X-AA=-35,AA-AB=454(F=-419),AB-AC=-35,L-AC=461(F=-426) Concentrated Loads(lb) Vert:W=-1052(F)0=-3477(F) 3)Dead+0.75 Snow(Unbal.Left)+0.75 Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-370,D-Y=-370,G-Y=-380,G-H=-74,H-K=-37,X-AA=-35,AA-AB=-454(F=-419),AB-AC=-35,L-AC=-461(F=-426) Concentrated Loads(lb) Vert:W=-1052(F)0=-3477(F) 4)Dead+0.75 Snow(Unbal.Right)+0.75 Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-344,D-G=-343,G-H=-37,H-Z=-77,K-Z=-64,X-AA=-35,AA-AB=454(F=-419),AB-AC=-35,L-AC=-461(F=426) Concentrated Loads(lb) Vert:W=-1052(F)Q=-3477(F) 5)Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:A-D=-201,D-G=-201,G-H=-26,H-K=-26,X-AA=-40,AA-AB=-320(F=-281),AB-AC=-40,L-AC=-325(F=-285) Concentrated Loads(lb) Vert:W=-631(F)Q=-2051(F) 6)Dead+0.6 C-C Wind(Pos.Internal)Case 1:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-154,D-G=-151,G-H=24,H-K=21,X-AA=-10.AA-AB=49(F=59),AB-AC=-10,L-AC=50(F=60) Horz:A-X=14,A-D=-30,D-H=-32,K-L=24 Concentrated Loads(lb) Vert:W=169(F)Q=-1668(F) 7)Dead+0.6 C-C Wind(Pos.Internal)Case 2:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-154,D-G=-151,G-1-1=24,H-K=21,X-AA=-10,AA-AB=49(F=59),AB-AC=-10,L-AC=50(F=60) Horz:A-X=-24,A-D=-30,D-H=-32,K-L=-14 Concentrated Loads(lb) Vert:W=169(F)Q=-1668(F) 8)Dead+0.6 C-C Wind(Neg.Intemal)Case 1:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-210,D-G=-212,G-H=-37,H-K=-35,X-AA=-20,AA-AB=-263(F=-243),AB-AC=-20,L-AC=-267(F=-247) Horz:A-X=-16,A-D=9,D-H=11,K-L=-22 Concentrated Loads(Ib) Vert:W=179(F)0=-1658(F) 9)Dead+0.6 C-C Wind(Neg.Internal)Case 2:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-210,D-G=-212,G-H=-37,H-K=-35,X-AA=-20,AA-AB=-319(F=-299),AB-AC=-20,L-AC=-324(F=-304) Horz:A-X=22,A-D=9,D-H=11,K-L=16 Concentrated Loads(lb) Vert:W=179(F)Q=-1658(F) 10) Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-154,D-G=-154.G-H=21,H-K=21,X-AA=-10.AA-AB=36(F=46),AB-AC=-10,L-AC=36(F=46) Horz:A-X=12,A-D=-29,D-H=-29,K-L=15 Concentrated Loads(lb) Vert:W=169(F)0=-1668(F) 11) Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-167,D-G=-163,G-H=12,H-K=21,X-AA=-10,AA-AB=36(F=46),AB-AC=-10,L-AC=36(F=46) Horz:A-X=-15,A-D=-17,D-H=-20,K-L=-12 Concentrated Loads(lb) Vert:W=169(F)Q=-1668(F) 12) Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-180,D-G=-180,G-H=-5,H-K=-5,X-AA=-20,AA-AB=-302(F=-282),AB-AC=-20,L-AC=-307(F=-287) Horz:A-X=20,A-D=-21,D-H=-21,K-L=7 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors,This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ", ek• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the MIT fabrication,storage,detrvery,erection and bracing of trusses and trues systems,see ANSI/TP11 quality Criteria,DSB-89 and BCS/Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314- Bra Industrial Road Bradford,ON,L3Z 3G7 :Job ITIMIM ;Type Qty 1Ply •PAC-3905 172nd St NE-Arlington-WA 25191 ID18 U1351244 Half Girder 1 i 3 �Jod Refemnoe_ onel Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:00:14 2019 Page 3 I D:rCTml(GiuyDTtyZuzrFbeDzl USd-jxdAuph RxdiYI(Yd Fpvtp8hBbo?S3 DU VOcNM Eogz7Kp? LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:W=179(F)Q=-1G58(F) 13) Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-193,D-G=-189,G-H=-14,H-K=-5,X-AA=-20,AA-A13=-233(F=-213),AB-AC=-20,L-AC=-237(F=-217) Horz:A-X=-7,A-D=-8,D-H=-12,K-L=-20 Concentrated Loads(lb) Vert:W=179(F)Q=-1658(F) 14) Dead+0.6 MWFRS Wind(Pos.Internal)1 st Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-154,D-G=-154,G-H=21,H-K=8,X-AA=-10,AA-AB=36(F=46),AB-AC=-10,L-AC=36(F=46) Horz:A-X=10,A-D=-29,D-H=-29,K-L=14 Concentrated Loads(lb) Vert:W=169(F)Q=-1668,(F) 15) Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-167,D-G=-167,G-H=8,H-K=8,X-AA=-10,AA-AB=-10(F=0),AB-AC=-10,L-AC=-10(F=0) Horz:A-X=-14,A-D=-17,D-H=-17,K-L=-10 Concentrated Loads(Ib) Vert:W=169(F)Q=-1668(F) 16) Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-154,D-G=-154,G-H=21,H-K=8,X-AA=-10,AA-A13=36(F=46),AB-AC=-10,L-AC=36(F=46) Horz:A-X=10,A-D=-29,D-H=-29,K-L=14 Concentrated Loads(Ib) Vert:W=169(F)Q=-1668(F) 17)Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-167,D-G=-167,G-H=8,H-K=8,X-AA=-10,AA-AB=-10(F=0),AB-AC=-10,L-AC=-10(F=0) Horz:A-X=-14,A-D=-17,D-H=-17,K-L=-10 Concentrated Loads(Ib) Vert:W=169(F)Q=-1668(F) 18) Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-180,D-G=-1 B0,G-H=-5,H-K=-18,X-AA=-20,AA-AB=-294(F=-274),AB-AC=-20,L-AC=-298(F=-278) Horz:A-X=18,A-D=-21,D-H=-21,K-L=6 Concentrated Loads(Ib) Vert:W=179(F)Q=-1658(F) 19) Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-193,D-G=-193,G-H=-18,H-K=-18,X-AA=-20,AA-AB=-233(F=-213),AB-AC=-20,L-AC=-237(F=-217) Horz:A-X=-6,A-D=-8,D-H=-B,K-L=-18 Concentrated Loads(Ib) Vert:W=179(F)Q=-1658(F) 20)Dead+Snow(Unbal.Left):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-426,D-Y=-426,G-Y=-439,G-H=-89,H-K=-41,X-AA=-20,AA-AB=428(F=-408),AB-AC=-20,L-AC=-435(F=-415) Concentrated Loads(Ib) Vert:W=-1089(F)Q=-3850(F) 21)Dead+Snow(Unbal.Right):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-391,D-G=-391,G-H=41,H-Z=-94,K-Z=-76,X-AA=-20,AA-AB=428(F=408),AB-AC=-20,L-AC=435(F=-415) Concentrated Loads(lb) Vert:W=-1089(F)Q=-3850(F) 22)Dead+Uninhabitable Attic Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:A-D=-201,D-G=-201,G-H=-26,H-K=-26,X-AA=-40,AA-AB=-320(F=-281),AB-AC=-40,L-AC=-325(F=-285) Concentrated Loads(Ib) Vert:W=-631(F)Q=-2051(F) 23) Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.33,Plate Increase=1,33 Uniform Loads(plf) Vert:A-D=-354,D-G=-354,G-H=48,H-K=-48,X-AA=-35,AA-AB=-51 B(F=-483),AB-AC=-35,L-AC=-527(F=-492) Horz:A-X=15,A-D=-16,D-H=-16,K-L=5 Concentrated Loads(lb) Vert:W=91(F)Q=-1658(F) 24)Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-364,D-G=-361,G-H=-55,H-K=-48,X-AA=-35,AA-AB=-467(F=-432),AB-AC=-35,L-AC=-474(F=-439) Horz:A-X=-5,A-D=-6,D-H=-9,K-L=-15 Concentrated Loads(Ib) Vert:W=91(F)Q=-1658(F) tied nn name 4 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1l rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage_ For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIrrP11 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss '4 Type' City Ply --?vC49D5 Mild St NE-Arlington-WA U1351244 25191 ID18 f HaIFHip Girder 1 I q J Lb Reference C009MI Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:00:14 2019 Page 4 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-jxdAuph Rxd iYkYd Fpvtp8h Bba?S3 DuVOeN MEsgz7Kp? LOAD CASE(S) Standard 25) Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)1 st Parallel):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-354,D-G=-354,G-H=-48,H-K=-57,X-AA=-35,AA-AB=-512(F=477),AB-AC=-35,L-AC=-521(F=-486) Horz:A-X=14,A-D=-16,D-H=-16,K-L=4 Concentrated Loads(lb) Vert:W=91(F)Q=-1658(F) 26) Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-364,D-G=-364,G-H=-57,H-K=-57,X-AA=-35,AA-AB=-467(F=-432),AB-AC=-35,L-AC=-474(F=-439) Horz:A-X=-4,A-D=-6,D-H=-6,K-L=-14 Concentrated Loads(Ib) Vert:W=91(F)Q=-1658(F) 27)Dead+Minimum Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-416,D-G=-376,G-H=-26,H-K=-66,X-AA=-20,AA-AB=-385(F=-366),AB-AC=-20,L-AC=-392(F=-372) Concentrated Loads(lb) Vert:W=-1089(F)Q=-3850(F) 28)3rd Dead+0.75 Snow(Unbal.Left)+0.75 Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-344,D-Y=-370,G-Y=-380,G-H=-74,H-K=-37,X-AA=-35,AA-AB=-454(F=-419),AB-AC=-35,L-AC=-461(F=-426) Concentrated Loads(lb) Vert:W=-1052(F)0=-3477(F) 29)4th Dead+0.75 Snow(Unbal.Left)+0.75 Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-385,D-G=-343,G-H=-37,H-K=-37,X-AA=-35,AA-AB=-454(F=419),AB-AC=-35,L-AC=461(F=-426) Concentrated Loads(Ib) Vert:W=-1052(F)Q=-3477(F) 30)5th Dead+0.75 Snow(Unbal.Right)+0.75 Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-344,D-Y=-375,G-Y=-370,G-H=-64,H-K=-37,X-AA=-35,AA-AB=-454(F=-419),AB-AC=-35,L-AC=-461(F=-426) Concentrated Loads(lb) Vert:W=-1052(F)Q=-3477(F) 31)6th Dead+0.75 Snow(Unbal.Right)+0.75 Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-344,D-G=-343,G-H=-37,H-Z=-77,K-Z=-64,X-AA=-35,AA-AB=-454(F=-419),AB-AC=-35,L-AC=-461(F=-426) Concentrated Loads(lb) Vert:W=-1052(F)Q=-3477(F) 32) 7th Unbal.Dead+Snow(balanced)+Parallel:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-391,D-G=-391,G-H=-41,H-K=-114,X-AA=-20,AA-AB=-428(F=-408),AB-AC=-20,1--AC=-435(F=-415) Concentrated Loads(Ib) Vert:W=-1089(F)Q=-3850(F) 33)8th Unbal.Dead+Snow(balanced)+Parallel:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-391,D-G=-464,G-H=-114,H-K=-41,X-AA=-20,AA-AB=-428(F=-408),AB-AC=-20,1--AC=-435(F=-415) Concentrated Loads(Ib) Vert:W=-1089(F)Q=-3850(F) 34)9th Unbal.Dead+Snow(Unbal.Left)+Parallel:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-391,D-Y=-426,G-Y=439,G-H=-89,H-K=-41,X-AA=-20,AA-AB=-428(F=-408),AB-AC=-20, L-AC=-435(F=-415) Concentrated Loads(Ib) Vert:W=-1089(F)0=-3850(F) 35) 10th Unbal.Dead+Snow(Unbal.Left)+Parallel:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-447,D-G=-391,G-H=41,H-K=-41,X-AA=-20,AA-AB=-428(F=408),AB-AC=-20,L-AC=-435(F=-415) Concentrated Loads(Ib) Vert:W=-1089(F)Q=-3850(F) 36) 11th Unbal.Dead+Snow(Unbal.Right)+Parallel:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-391,D-Y=-433,G-Y=-426,G-H=-76,H-K=-41,X-AA=-20,AA-AB=-428(F=-408),AB-AC=-20, L-AC=-435(F=-415) Concentrated Loads(lb) Vert:W=-1089(F)Q=-3850(F) 37) 12th Unbal.Dead+Snow(Unbal.Right)+Parallel:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-391,D-G=-391,G-H=-41,H-Z=-94,K-Z=-76,X-AA=-20,AA-AB=-428(F=408),AB-AC=-20,L-AC=435(F=-415) Concentrated Loads(lb) Vert:W=-1089(F)Q=-3850(F) 38) 13th Unbal.Dead+0.75 Snow(balanced)+0.75 Uninhab.Attic Storage+Parallel:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-344,D-G=-343,G-H=-37,H-K=-92,X-AA=-35,AA-AB=454(F=-419),AB-AC=-35,L-AC=-461(F=-426) Concentrated Loads(lb) Vert:W=-1052(F)Q=-3477(F) 39) 14th Unbal.Dead+0.75 Snow(balanced)+0.75 Uninhab.Attic Storage+Parallel:Lumber Increase=1.15,Plate Increase=1.15 Continued nn inneig 1; ®WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE 111I1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ME building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TP11 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Instilule,218 N.Lee Street,Suile 312,Alexandria,VA 22314, Bradford,ON,1-3Z 3137 Jot) (Truss ss Type Qty Ply A-PAC-3905 172nd St NE-Arlington-WA U1351244 25191 D18 Half Hip Girder 1 I 3 :Job Reference optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6. 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14i00:14 2019 Pape 5 ID rCTmK6iuyDTtyZuuFbeDxIUScHxdAuphRxdiYkvdFpAp8hBba?S3DuV0eNMEsp7Kp? LOAD CASE(S) Standard Uniform Loads(plf) Vert.A-D=-344,D-G=-399,G-H=-92,H-K=-37,X-AA=-35,AA-Ab=-454(1-=-419),AB-AC=-35,L-AC=-461(F=-426) Concentrated Loads(lb) Vert:W=-1052(F)Q=-3477(F) 40) 15th Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Left)+Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-328,D-G=-328,G-H=-22,H-K=-77,X-AA=-35,AA-AB=-518(F=-483),AB-AC=-35,L-AC=-527(F=-492) Horz:A-X=15,A-D=-16,D-H=-16,K-L=5 Concentrated Loads(lb) Vert:W=91(F)Q=-1658(F) 41) 16th Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Left)+Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-328,D-G=-383,G-H=-77,H-K=-22,X-AA=-35,AA-AB=-518(F=-483),AB-AC=-35,L-AC=-527(F=-492) Horz:A-X=15,A-D=-16,D-H=-16,K-L=5 Concentrated Loads(lb) Vert:W=91(F)Q=-1658(F) 42) 17th Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Right)+Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-337,D-G=-335,G-H=-29,H-K=-77,X-AA=-35,AA-AB=-467(F=-432),AB-AC=-35,L-AC=-474(F=-439) Horz:A-X=-5,A-D=-6,D-H=-9,K-L=-15 Concentrated Loads(lb) Vert:W=91(F)Q=-1 658(F) 43) 18th Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0,6 MWFRS Wind(Neg.Int)Right)+Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-337,D-G=-390,G-H=-84,H-K=-22,X-AA=-35,AA-AB=-467(F=432),AB-AC=-35,L-AC=474(F=-439) Horz:A-X=-5,A-D=-6,D-H=-9,K-L--15 Concentrated Loads(lb) Vert:W=91(F)Q=-1658(F) 44) 19th Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-328,D-G=-328,G-H=-22,H-K=-86,X-AA=-35,AA-AB=-512(F=-477),AB-AC=-35,L-AC=-521(F=-486) Horz:A-X=14,A-D=-16,D-H=-16,K-L=4 Concentrated Loads(lb) Vert:W=91(F)Q=-1658(F) 45)20th Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-328,D-G=-383,G-H=-77,H-K=-31,X-AA=-35,AA-AB=-512(F=-477),AB-AC=-35,L-AC=-521(F=-486) Horz:A-X=14,A-D=-16,D-H=-16,K-L=4 Concentrated Loads(lb) Vert:W=91(F)Q=-1658(F) 46)21st Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-337,D-G=-337,G-H=-31,H-K=-86,X-AA=-35,AA-AB=-467(F=-432),AB-AC=-35,L-AC=-474(F=-439) Horz:A-X=-4,A-D=-6,D-H=-6,K-L=-14 Concentrated Loads(lb) Vert:W=91(F)Q=-1 658(F) 47) 22nd Unbal.Dead+0.75 Snow(unbal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-D=-337,D-G=-392,G-H=-86,H-K=-31,X-AA=-35,AA-AB=-467(F=-432),AB-AC=-35,L-AC=474(F=-439) Horz:A-X=4,A-D=-6,D-H=-6,K-L=-14 Concentrated Loads(lb) Vert:W=91(F)Q=-1658(F) 48)2:3rd Unbal.Uead+Minimum Snow+parallel:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-391,D-G=-391,G-H=-41,H-K=-114,X-AA=-20,AA-AB=-428(F=-408),AB-AC=-20,L-AC=-435(F=-415) Concentrated Loads(lb) Vert:W=-1089(F)Q=-3850(F) 49)24th Unbal.Dead+Minimum Snow+Parallel:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-391,D-G=-464,G-H=-114,H-K=-41,X-AA=-20,AA-AB=-428(F=-408),AB-AC=-20,L-AC=-435(F=-415) Concentrated Loads(lb) Vert:W=-1089(F)Q=-3850(F) AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MlI-7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to preventbuciling of individual truss web andfordrord members Only.Additional temporary and permanent bracing WOW always reguired for stabifrty,and to paveet colepee with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANWYPr1 quality Criteria,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. 100 Industrial RoadBradford,ON,Loa 3G7 I ;Job (Toles Type oty -PlyPAC -Arlington-WA U1353043 25191 1019 ;Half Hip 1 1 tJob Reference(opUopal Mflenoe Truss (CA), Abbotsford,BC-V2S 7128. 8,310 s Jun 11 2019 MiTek Industries,Inc. Wed Jun 26 16:58:06 2019 Page 1 I D:rCTm K6i uyDTtyZuzrFbeDzl U Sd-pAr5i I2wrecOU 1 g9FN REhPa UQQIPgi3iPkwan_z2LoF 5-10-8 10-10-3 16-0-0 20-9-8 24-10-8 5-10-8 4-11-10 5-1-13 4-9-7 4-1.0 = Scale=1:43.5 4x5 3x5 = 1.5x4 II 4.12 12 D E O F 7x8 i ."4x4 � ` i/// ` 0.25 F12 CNVI 4x7 - f/ ``\�• i�/� \, \\ o 81 I J I H C 3x4 II 6x8 = 4x7 = 4x8 = 3x5G S10-B 15.4.11 24-10-8 5-10-8 9-0-3 9-5-13 Plate Offsets.Wy)..-_A8�0-z-1z.o-z-41. - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.90 Vert(LL) -0.34 H-J >854 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.91 Vert(CT) -0.66 H-J >449 180 BCDL 13.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.05 G n/a n/a BCDL 10.0 BCDL 10.0Code IBC2015/TP12014 Matrix-MS Weight:100 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purlins, BOT CHORD 2x4 SPF No.2"Except' except end verticals,and 2-0-0 oc purlins(4-6-0 max.):A-L,D-F. G-1:2x4 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 8-10-8 oc bracing. WEBS 2x3 SPF No.2`Except` K-L:2x6 SPF No.2,A-J,E-G:2x4 SPF No.2 REACTIONS. (lb/size) K=1178/0-5-8,G=1178/0-2-8 Max Harz K=177(LC 11) Max Uplift K=-129(LC 10),G=-135(LC 10) Max Grav K=1209(LC 2),G=1283(LC 38) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-K=-1113/170,A-B=-3826/520,B-C=-4078/582,C-D=-1824/217.D-E=-1615/228 BOT CHORD J-K=-335/243,H-J=-432/2603,G-H=-148/859 WEBS A-J=422/3784,B-J=-1524/283,C-J=-234/1537,C-H=-1212/254,D-H=0/274, E-H=-107/1113,E-G=-1336/237 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 1(;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide GARc� will fit between the bottom chord and any other members,with BCDL=10.0psf. S \\A.' 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. \� _ �r�,• 8)Provide mechanical connection(by others)of truss to bearing plate atjoint(s)G. ��\ ! - 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Ot=lb) K=129,G=135. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 39586�� 4/STOL 1 �,S•�C)NAL 1,�C> June 26,2019 ®WARNING-Verffy design parameters and READ NO TES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE Design valid for use only with MiTekO connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek, is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI1'FP11 quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss ;Type Oty Ply -PAC-3905 172nd St NE-Arlington-WA U1353044 25191 I IFtaN Hip 1 1 Job Retermlee 'oral Alliance Truss (CA). AbbOLSfOfd,SC•V237P6. 8.310 s Jun 11 2019 MiTek Industries,Inc. Wed Jun 26 16:58:09 2019 Page 1 ID:rCTmK6iuyDTty7u7rFhPf)711I9d-FIWFKK4n77_hl V7kwVvx.11C(lsenj17R85i9FO,172LDC 5-10$ , 11-11-4 , 1&0.0 24-10-8 5-10-8 6-0-12 6-0-12 6-10-8 Scale=1:43.3 5x8 = 3x4 11 D E 4.12 112 0.25 ��12 /Cf}��� r 1 ` L H G N O 3x4 6x10 = 4x10 MT18HS = 3x5F= 4x4 = L 5-10-8 16-3.4 24.1" r 5-10-8 T 9-4-12 9-7-4 -Plate OHeet6 X( Y}- [B:as o,o•2-�i1t_(c:o•1.1z o 2-oJ jo:o-a-o.o•1-y21 L_edse.0-2-81.1 .0-1 9�1.[L•o•a.s.o-2.8j LOADING (psf) SPACING- 2-0-0 CSI. ^DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.89 Vert(LL) -0.38 F-G >774 240 MT20 197/144 (Roof Snow=25.0) TCDL 13.0 Lumber DOL 1.15 BC 0.93 Vert(CT) -0.62 G-1 >474 180 MT18HS 197/144 BCLL 10.0 Rep Stress Incr YES WB 0.98 Horz(CT) 0.05 F n/a n/a BCDL 10.0 -Code IBC2015/TP12014 Matrix-MS Weight:99 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF 210OF 1.8E*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, A-B:2x4 SPF No.2 except end verticals,and 2-0-0 oc purlins(6-0-0 max.):A-K,D-E. BOT CHORD 2x4 SPF No.2'Except` BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. F-H:2x4 SPF 2100F 1.8E WEBS 1 Row at midpt D-F WEBS 2x3 SPF No.2`Except* J-K:2x6 SPF No.2,A-I,D-F:2x4 SPF No.2 REACTIONS. (lb/size) J=1178/0-5-8,F=1178/0-2-8 Max Horz J=191(LC 11) Max Uplift J=-125(LC 10),F=-139(LC 10) Max Grav J=1257(LC 39),F=1273(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when/shown. TOP CHORD A-J=-1151/167,A-B=-4029/513,B-C=-4298/581,C-D=-2027/217,E-F=-370/66 BOT CHORD I-J=-354/250,G-1=-404/2560,F-G=-190/1228 WEBS A-1=-419/3987,B-1=-1641/295,C-1=-277/1698,C-G--1200/355,D-G--86/1363, D-F=-1567/245 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)All plates are MT20 plates unless otherwise indicated, w�~ G'1IZCI�1 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. WAS// 7)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide _ 4 j, will fit between the bottom chord and any other members,with BCDL=10.Opsf. ^�� 8)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. / 77 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)F. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) J=125,F=139. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. i 39.586 f SS�U�,tA L L��• June 26,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing LWITek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the • fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPIi quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N,Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 ,Job 1'Tfuss Type ply Ply •PAC-3905172ndStNE-AdMg10n-WA I I I U1353045 25191 !D21 !Half Hip Job Reference(ovoo 1) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s Jun 11 2019 MITek Industries,Inc, Wed Jun 261&58.10 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-ix4cYg5Qu t6Sze7wU D WArF1B W 28KcV G I KMunwlz2LoB 5.10.8 10-7-0 15-3-8 20-0-0 24-10-8 1 5-10-8 44M I 4-" i U 4-10-8 n Scale=1:44.3 5x6 2x4 I i E F 4,12,12 N 1.5x4 II D _ 4x4 L 5x6 = �_ y '\\- i•,' ++� ro CF ll K J I H 0 P G 3x4 II 6x8 = 400 MT18HS = 3x5 = 5x8 = S10 8 ( 15-3-8 2440-8 5-10-8 9-" 9-7-0 ' Plate Offs, tq.Ky)_- _L8�,,0 3-0:a2-1&�:o��a1-' ;N1:ag--4&Zol,_.�4:o- 44 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate 10.0 Grip DOL 1.15 TC 0.89 Vert(LL) -0.46 G-H >643 240 MT20 197/144 13.(Roof Snow=2 Lumber DOL 1.15 BC 0.78 Vert(CT) -0.67 G-H >437 180 MT18HS 197/144 BCDL BC DL 10 Rep Stress Incr YES WB 0.99 Horz(CT) 0.05 G n/a n/a BOLL 100..0 Code ISC2015/TP12014 I Matrix-MS Weight:103 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-1-0 oc purlins, SOT CHORD 2x4 SPF 210OF 1.8E except end verticals,and 2-0-0 oc purlins(6-0-0 max.):A-L,E-F. WEBS 2x3 SPF No.2`Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. K-L:2x6 SPF No.2,A-J,E-G:2x4 SPF No.2 WEBS 1 Row at midpt E-G REACTIONS. (lb/size) K=1178/0-5-8,G=1178/0-2-8 Max Horz K=204(LC 11) Max Uplift K=-120(LC 10),G=-144(LC 10) Max Grav K=1282(LC 39),G=1374(LC 39) FORCES. (lb)-Max.Comp./Max,Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-K=-1172/162,A-B=-4088/491,B-C=-4356/551,C-D=-2153/199,D-E=-2143/253, F-G=-258/45 BOT CHORD J-K=-379/264,H-J=456/2902,G-H=-140/865 WEBS A-J=-394/4030,B-J=-1610/274.C-J=-225/1466,C-H=-1174/238,D-H=-532/133, E-H=-193/1833,E-G=-1418/234 NOTES- ' 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �j�i� C1Alt��i 7)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)G. GZ J r, 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=lb) K=120,G=144, 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 39586, w• June 26,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi lT e�c is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 fJob ITAM ;Type Qty JPIy _PAC-3905 172nd St NE-Arlington-WA I 111353046 25191 ID22 Half Hip 1 1 I I Jdb Reference(w4onalJ Alliance Truss (CA), Abbotsfdrd,SC-V2S 7P6, B.310 sJun 112019 MITek Industries,Im Wed Jun 26 16:58,12 2019 Page 1 I D:rCTmK6iuyDTt_yZuzrFbeDzl U Sd-eKCNyM6hQU N9CyHJceYewggX7rgs4SjangNl l?ez2Lo9 510.E 11-013 16 3$ 22-0-0 24-10-8 1 5-10-8 F 5-2-4 5-2-9 5-8-10 2-10-8 5x6 = Scale=1:45.6 1.5x4 II E F 4.12 i12 1_5D D 7x8 = r 4x4 / II 0.25 1,12 L � M N ! 5x6 - ���� I J I H N O G1 3x4 11 _ 5x10 = 4x10 MT18HS = 3x5 5x8 5-10.8 15.2-0 24-10-8 5-10-8 9-3-8 9-8-8 Plate Offsets{;,Y}_[8 0-2-12,a2-121,.IE 0 2-8�0'1r.IH:0-2-3.0.1-s]r.IJ;o-a-a,o-1 e] LOADING (psf) SPACING 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 13. Plate Grip DOL 1.15 TC 0.88 Vert(LL) -0.52 G-H >566 240 MT20 197/144 (Roof Snow=2 I Lumber DOL 1.15 BC 0.78 Vert(CT) -0.76 G-H >390 180 MT18HS 197/144 BCLL TCLL 3.0 Rep Stress Incr YES WB 0.80 Horz(CT) 0.04 G n/a n/a 1 0-0 BCDL 10.0 I Code IBC2015/TP12014 Matrix-MS Weight:105 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2"Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, B-E:2x4 SPF 210OF 1.8E except end verticals,and 2-0-0 oc purlins(6-0-0 max.):A-L,E-F. BOT CHORD 2x4 SPF 210OF 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x3 SPF No.2"Except" WEBS 1 Row at midpt E-G K-L:2x6 SPF No.2,A-J:2x4 SPF 210OF 1.8E,E-G:2x4 SPF No.2 REACTIONS. (lb/size) K=1178/0-5-8,G=1178/0-2-8 Max Horz K=218(LC 11) Max Uplift K=-114(LC 10),G=-149(LC 10) Max Grav K=1298(LC 39).G=1489(LC 39) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-K=-1197/158,A-B=-4154/476,B-C=-4440/538,C-D=-2211/184,D-E=-2364/291 BOT CHORD J-K=-398/264,H-J=-443/2890,G-H=-87/530 WEBS A-J=-383/4124,B-J=-1668/275,C-J=-246/1555,C-H=-1159/238,D-H=-702/177, E-1 1--207/2314,E-0--1420/242 NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide S ',YAS// will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)G. 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except 0t=11b) - K=114,G=149. 11)Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. .39586 ., 4V SS�OAIAIt, June 26,2019 AL WARNING-Verify design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling or individual truss web and/or chord members only.Additional temporary and permanent bracing WOW I is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the tV t I� fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criieria,OSS-89 and SCSI Building Component 100 Industrial Road I Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,Road 3G7 ` 1 Tr Job uss Type Qry !-—�— A04905 172nd St NE-Arlington-WA U1353047 i25191 D23 Half Hip 'I 1 Job Reference ' nal Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s Jun 11 2019 MiTek Industries,Inc. Wed Jun 26 16:58:13 2019 Page 1 I D:rCTmK6i uyDTtyZuzrFbeDzl U Sd-6 W m IAi7JBoVOg6sV9L3tTtN ivF8jps_kOK7RX4z2Lo8 5-10-8 11-11-0 17-11-8 24-0-0 24-10-8 5-10-8 6-0-8 6-0-8 6-0-8 0-10-8 Scale=1:53.6 1.5x4 II 44 = 1.5x4 \\ E F i 4.12 12 4x4 M 7x8 = 4x4 % 0.25 12 C L 5x6 = 0'��. J~ \ ro \ .I H P O K J 3x4 11 6x10 = 4xl0 MT18HS = 4x5 = 4x4 = 5-10-6 15-3-4 24-10-8 5 1Q-8' 9-4-12 9-74 Plate Offsets(X,'f _.[B:973-0a0-2-121r..[c�a1�121az-0],_�17:a1-8 0.1-12).[E:0-2-o`Edge�r_[(3:0-2-0,4 2-aL L;o-1-1Z,o-1-8]r[J:0-2-1z a2-8� LOADING (psf) SPACING- 2-0-0 CSI, DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.88 Vert(LL) -0.36 G-H >819 240 MT20 197/144 (Roof Snow=2 Lumber DOL 1.15 BC 0.93 Vert(CT) -0.64 H-J >462 180 MT18HS 197/1 13. BCDL 13.0 44 Rep Stress Incr YES WB 0.99 Horz(CT) 0.06 G n/a n/a BCDL 10.0 BCDL 10:0 Code IBC2015/TP12014 Matrix-MS Weight:104 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2"Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, B-E:2x4 SPF 210OF 1.8E except end verticals,and 2-0-0 oc purlins(10-0-0 max.):A-L,E-F. BOT CHORD 2x4 SPF No.2*Except` BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. G-I:2x4 SPF 210OF 1.8E WEBS 1 Row at midpt F-G,D-G WEBS 2x3 SPF No.2*Except* K-L:2x6 SPF No.2,F-G,A-J,D-G:2x4 SPF No.2 REACTIONS. (lb/size) K=1176/0-5-8,G=1176/0-2-8 Max Horz K=231(LC 11) Max Uplift K=-108(LC 10),G=-162(LC 14) Max Grav K=1269(LC 39),G=1537(LC.39) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-K=-1164/151,A-B=-4076/455,B-C=-4342/520,C-D=-2158/165,G-M=-297/78 BOT CHORD J-K=-417/271,H-J=-415/2686,G-H=-214/1422 WEBS A-J=-362/4035,B-J=-1617/280,C-J=-274/1690,C-H=-1115/243,D-H=-75/1297, D-G=-1797/271,E-M=-466/98 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)All plates are MT20 plates unless otherwise indicated. '�(� GAR�.� 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. , VVAS 7)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 8)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)G. — 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) K=108,G=162. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. �f, iy$S(t tt� 07, GIs June 26,2019 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE, Design valid for use only with MiTekOO connectors.This design is based only upon parameters shown,and is for an individual building component,not • a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing �'��1, is always required for stability and to prevent collapse with possible personal injury and properly Il y damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road I Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss 1 Type cay Ply PAC-3905 172nd St NE-Arlington-WA U1353048 25191 D24 Root Special 1 1 _ I Job Refereo>ce o,Qtinnal] Alliance Truss (CA). Abbotsford,BC-V2S 7P6. 8.310 s Jun 11 2019 MiTek Industries,Inc. Wed Jun 26 16:58:15 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-2vLIVhN9ZjPlk3OOLIHm81 YIS1 X3s1 Hn41TP,r,Yrz77I 06 5-10-8 12-0-14 18-8-1 25-1-8 26-0-0 5-10-8 6-2-6 6-7-3 6-5-7 0-10-8 4x6 = Scale=1:57.1 4x8 = 4.12 j12 3x12 = F G �J 3x4 4x4 D J 6x8 = 4x4 � � r 0.25 112 C _�� \ r °7�- � 11 � %y IM 47 �I N O 0 L K J I P (] H 3x4 11 6x8 = 47 =4x4 = 4x5 = &1¢8 15-4-12 25-1-8 5-10-8 I 144 I 841-12 PI_ateOHsets.(X,Y)-- (A:0-4-0.0-2-12],jB_0-3-00-2-4], Cj 0-1-12,0-2-0J,,[E:0-1-8,0_2_01,. :0-6-8,0_1-0],-jH:Edge,0-1-12J,,j1:0-1-12,0-1-121�jK:0.2.8,0-24,_[N:0-3-0,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLIL(Roof Snow=2 25. Plate Grip DOL 1.15 TC 0.87 Vert(LL) -0.33 H-I >905 240 MT20 1971144 Lumber DOL 1.15 BC 0.81 Vert(CT) -0.62 I-K >476 180 BCDL 13.0 Rep Stress Incr YES WB 0.89 Horz(CT) 0.03 0 n/a n/a BCDL 10,0 BCDL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:118 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2'Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, B-D:2x4 SPF 210OF 1.8E except end verticals. BOT CHORD 2x4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 8-9-0 oc bracing. H-J:2x4 SPF 210OF 1.8E WEBS 1 Row at midpt E-H WEBS 2x3 SPF No.2*Except' L-M:2x6 SPF No.2,F-H,A-K,E-H:2x4 SPF No.2 OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) L=1186/0-5-8,0=1258/0-3-8 Max Horz L=253(LC 11) Max Uplift L=-103(LC 10),0=-198(LC 14) Max Grav L=1239(LC 2),0=1338(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-L=-1138/140,A-B=-3707/430,B-C=-3941/494,C-E=-1792/144,H-N=-144/1101. F-N-144/1101 BOT CHORD K-L=-440/270,I-K=420/2212,H-1=-196/1034 WEBS A-K=-320/3622,B-K=-1507/271,C-K=-266/1717,C-1=-918/258,E-1=-95/1218, E-H=-1318/256,F-0=-1341/264 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. �S�N GARC,� 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs AS!/ non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9)Bearing atjoint(s)0 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. p ; 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) ST f�S G/ Vt Vet L=103,0=198. S%U;INrA1 FN June 26,2019 A WARNING-Verlry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,711-7473 rev-10/03/2015 BEFORE USE, Design valid for use only with MiTek®connectors,This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 10k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI7TP11 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Streel,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 4Job Truss I Type Qty Ply PAC-3905172nd St NE-Arlingtol f25191 D25A Roof Special 2 1 U1353049 IJob Relerenee_(optional) Aftil Truss (CA). Abbotsford,BC-V2S7P6, 8,310 s Jun 11 2019 MfTek Industries,Inc. Wed Jun26 16.58.162019 Page 1 I D:rCTm K6iuyDTtyZuzrFbeDzl U Sd-W 5Stoj9B UjtbhZb4rUda5 W?CXSBTOD9Ai I L58Pz2Lo5 5108 12.2-11 I 18-5-2 25-1-8 27-10-8 5-10-8 64 9 6.2-7 6-8.6 2-9-0 6 4.12 12 6x8 = '��j cote=1:49.6 1 / F ,- 4x6 %4x4 �- J E D 6x6.= 4x4 ' \\_ 4x6 = a r 0.25 12 C 4x7 A P B n O I� -'� -=-ti 4x8 = d K J I Q R H L 3x4 II 5x10 = 4x7 = 4x4 = 4x5 = 510� 15.4.12 26-1.8 54" 9-6.4 9-6-12 Plate Offsets(X,Y)-- [A:0-4-0,0-2-12],[B:0-3-0,0-2-4],[C:0-1-12,0-2-0],[D:0-3-0,Edge],[E:0-1-8,0-2-0],[F:0-3-4,0-4-0],[H:Edge,0-1-12],[1:0-1-12,0-1-12],[K:0-4-4,0-1-12], _ IN:0-2-12,0-2-9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.86 Vert(LL) -0.31 H-1 >973 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.80 Vert(CT) -0.62 I-K >475 180 TCDL 13.0 Rep Stress Incr YES WB 0.96 Horz(CT) 0.03 O n/a n/a BCLL 10.0 Code IBC2015ITP12014 Matrix-MS Weight:127 lb FT=20% OCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, A-B:2x4 SPF No.2,B-D:2x4 SPF 210OF 1.8E except end verticals. BOT CHORD 2x4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 8-7-8 oc bracing. H-J:2x4 SPF 2100F 1.8E WEBS 1 Row at midpt E-H WEBS 2x3 SPF No.2*Except* L-M:2x6 SPF No.2,F-H,A-K,E-H:2x4 SPF No.2 OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) L=117510-5-8,0=1412/0-3-8 Max Horz L=270(LC 11) Max Uplift L=-95(LC 10),0=-237(LC 14) Max Grav L=1229(LC 3),0=1460(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-L=-1129/124,A-B=-3675/401,B-C=-3910/465,C-E=-1760/121,H-N=-132/1048, F-N=-132/1048 BOT CHORD K-L=-453/263,I-K=-400/2146,H-1=-193/1048 WEBS A-K=-259/3591,B-K=-1512/266,C-K=-273/1753,C-1=-8771246,E-1=-91/1188, E-H=-1300/248,F-0=-1462/360 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. "r 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs CSC AS//I non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. @ 9 Bearingat joints O considers parallel to rain value using ANSIlTPI 1 angle to rain formula. Building designer should verify �'_39586 `? 1 O P 9 9 9 9 9 9 Y Oj•, Gil. yZ� V capacity of bearing surface. !- 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)L except Qt=lb) `rS/0 n L��V 0=237. June 26,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTekO connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/fPl1 Quality Criteria,OSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,Road 3G7 J. CYSS ;Type oly IPIy PAC-3905 172nd St NE-Arlington-WA U1351252 � 191 �D2 6 GABLE 1 1 JOb Reference ',optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Induslrles,Inc, Tue Jun 11 14000:25 2019 Pape 1 ID:rCTmK6iuyDTt yZuzrFbeDzIUSd-u3oKCZpLL?5 ZFzMzia04O8UXRJdlsleAaWJkXz7Koq 2-t1-12 25-1.8 27-10-8 2-11-12 2-10-12 19-3-0 2-9-0 N- 4.12 12 6xB Scale=1:50.9 i 2x4 II M� / tI 2x4 11 L 5x6 - J G J 46 = 0.25 112 F 7x10 MT18HS = E___��- 2x4 11 5x16 = D i q� A R C - - 4 AC - v axe - o 6x8 = 5x7 = y - 3x5 II AA Z Y X W V U T S R Q P 0 3x5 = 5-10-8 25-1-8 5-10-8 19-3-0 Plate Offsets(X11').__Ll;..1_0_",EtlSej'_CM*.Q:M'M-q,jO*3AA-1-8j,.[Z:0-2-8.0-2 LOADING (psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP (Roof Snow=2 25. Plate Grip DOL 1*15 TC 0.63 Vert(LL) -0.02 Z-AA >999 240 MT20 197/144 TCDL 13.0 Lumber DOL 1.15 BC 0.52 Vert(CT) -0.04 Z-AA >999 180 MT18HS 197/144 Rep Stress Incr YES WB 0.89 Horz(CT) -0.09 0 n/a n/a BCLL 10.0 BCDL 10.0 Code IBC2015/TPI2014 Matrix-S Weight:143 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF 210OF 1.8E`Except* TOP CHORD Structural wood sheathing directly applied or 2-10-3 oc puffins, J-N:2x6 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 3-1-12 oc bracing. T-AA:2x4 SPF 210OF 1.8E WEBS 2x4 SPF No.2*Except* C-Z:2x3 SPF No.2 OTHERS 2x4 SPF No.2*Except* M-AB:2x6 SPF No.2 REACTIONS. All bearings 25-1-8 except Qt=length)AC=0-3-8. (lb)- Max Horz AA=202(LC 45) Max Uplift All uplift 100 Ib or less at joint(s)Q,R,S,U,V,W,X,Y,Z except AA=-1931(LC 37),0=-550(LC 39),P=-318(LC 20),AC=-801(LC 40) Max Grav All reactions 250 lb or less at joint(s)Q,R,S,U,V,W,X,Y except AA=2071(LC 44),0=580(LC 58),P=321(LC 40),Z=479(LC 30),AC=799(LC 57) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-864/837,B-C=-6711l6557,C-D=-6232/6064,D-E=-5792/5628,E-F=-5171/5026, F-G=-4493/4363,G-H=-3814/3700,H-1=-3133l3034,I-J=-2424/2360,J-K=-1779/1709, K-L=-1030/973,L-M=-501/471,O-AB=-645l611,M-AB=-645/611 BOT CHORD Z-AA=-382113972,Y-Z=-5751/5751,X-Y=-5269/5270,W-X=-4711/4712,V-W=-4091/4092, U-V=-3471/3472,S-U=-2851/2852,R-S=-2231/2232,Q-R=-1611/1612,P-Q=-991/992, O-P=-371/372 WEBS L-P=-236/358,C-Z=-1935/1853,B-Z=-4177/4199,B-AA=-4315/4169,M-AC=-843/804 N)WE d ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.[[;Exp B;Enclosed; • MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for 0.WA S members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry rr� CZ Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. �r 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs 39586 1 non-concurrent with other live loads. 6)Provide adequate drainage to prevent water ponding. C �� 7)All plates are MT20 plates unless otherwise indicated, `rS%�N AI t`yG 8)All plates are 1.5x4 MT20 unless otherwise indicated. 9)Gable studs spaced at 2-0-0 oc. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, June 14,2019 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid For use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system-Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing NOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPI1 quality Criteria,DSB-69 and BCSI Building Component 100 Industrial Road Safety Information avallabte from Truss Plate Institute,218 N-Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 •Job !Truss Type Qty Ply / PAC-3905 172nd St NE-Arlington-WA �25191 D28 GABLE 1 1 1 U1351252 Reference(optional) Alhartce Truss (CA), Abbotsford,BC-WS 7P8, 8.310 s May 22 2019 MiTek Industries,Inc. Tus Jun 11 14:00:25 2019 Page 2 I D:rCTmK6iuyDTtyZuzrFbeDzl U Sd-u3oKCZpLL?5_ZFzMajaO408UXRJdlsleAaWJkXZ7Koq NOTES- 11)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 12)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 13) Bearing atjoint(s)AC considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 14) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)Q,R,S,U.V.W,X,Y,Z except Qt=lb)AA=1931, 0=550,P=318,AC=801. 15)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 25-1-8 for 310.0 plf. ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MR-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors,This design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mire is is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI1TPI1 quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bra Industrial Road Bradford,ON,L3Z 3G7 fJOb F027 USS s Type Qly Ply -PAC-3905 172nd St NE-Arlington-WA 111351253 I 125191 Half Hip Girder 1 1 Lob Reference(oPlioafal) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8,310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:00:26 2019 Page 1 I D:rCTmK6iuyDTt_yZuzrFbeDzl U Sd-M FLjPvgz6JDrAOYZ W R 5dd DhfBrY?1 Hill n PEGsH_z7Kop 9400 7-2-13 _ _ 12-3-9 17-7-4 j 2-" S-2-13 5-0-11 �I 5-3-11 Scale=1:29.9 0.25 12 4x5 = 4x5 = 4x5 = 3x4 II A B C 0 4x7 = E I —q LA 1 j H J K L G M N O I 7x8 = F 2x4 11 3x4 = 6x8 = 2-0-0 %4-3 17-7.4 240 7-9.3 7-10-1 Plate Offsets{X,Y} [a a1-e�0-2 a],[s o-z-9,a2 aJ [e;aa12,Q-2-Qj�jD Q-2_-12; 1-oJ,,.[E-9"Le -a-8�,_[H:a3-o,OW3 al, LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.64 Vert(LL) -0.19 G-H >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.96 Vert(CT) -0.34 G-H >615 180 TCDL 13.0 Rep Stress Incr NO WB 0.99 Horz(CT) 0.05 F n/a n/a BCLL 10.0 Code IBC2015/TP12014 I Matrix-MS Weight:73 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-10 oc purlins, BOT CHORD 2x6 SPF No.2 except end verticals,and 2-0-0 oc purlins(2-8-10 max.):B-E. WEBS 2x3 SPF No.2"Except' BOT CHORD Rigid ceiling directly applied or 9-10-6 oc bracing. C-H,D-F:2x4 SPF No.2 WEBS 1 Row at midpt D-F REACTIONS. (lb/size) 1=1096/0-5-8,F=1109/Mechanical Max Horz 1=-25(LC 10) Max Uplift 1=-155(LC 8),F=-159(LC 9) FORCES. (Ib)-Max.Comp./Maz.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-1=-1152/163,A-B=-1599/234,B-C=-1600/235,C-D=-3618/493 BOT CHORD G-H=-556/3481,F-G=-485/2987 WEBS A-H=-263/1904,B-H=-254/85,C-H=-1942/339,C-G=-38/272,D-G=-9/806,D-F=-2937/479 NOTES- 1)Wind:ASCE 7-10;Vult-110mph(3-second gust)Vesd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except Qt=lb) ,� v GAf�C, 1=155,F=159. \1A 311/ 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord, t� �ti 10) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)67 lb down and 23 lb up at 2-0-12,67 lb down and 23 lb up at 4-0-12,67 lb down and 23 lb up at 6-0-12,67 lb down and 23 lb up at 8-0-12,67 lb down and 23 lb up at 10-0-12,67 lb down and 23 lb up at 12-0-12,and 67 lb down and 23 lb up at 14-0-12,and 67 Ib down and 23 lb up at H 16-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 11) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). i39586 LOAD CASE(S) Standard �p 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 %`r Uniform Loads(plf) S/UN,tit �T Vert:A-E=-76,F-I=-20 June 14,2019 s� A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek&connectors-This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Dal building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing wa; is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MI 1{ek fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI1TPI1 quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,1-3Z 3G7 ;Job `Truss Type 0ty Ply f PAC-3905 172nd St NE-Arlington-WA ], U1351253 i26191 D27 .Half Hip Girder 1 1 Job Reference(optional) Afflarme Truss (CA), Abbotsford,BC-V2S 7P6, i6.310 s May 22 2019 M[Tek IndusMes,inC. Tue Jun 11 14:00:26 2019 Page 2 I D:rCTmK6iuyDTtyZuzrFbe Dzl U Sd-MFLjPvgz6J DrAOYZW R5ddDhf8rY?1 H 1 n PEGsH_z7Kop LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:H=-67(B)G=-67(B)J=-67(B)K=-67(B)L=-67(B)M=-67(B)N=-67(B)0=-67(B) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114II-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek@ connectors.This design is based only upon parameters shown,and is for an individual building component,not • a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing iUliTe k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrfoation,Storage,daf erection and bracing of trusses and truss systems,see ANSUTPII quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road SalloW informaUdn ava9a a from Truss Plate Institute,218 N.Lea Street,Suite 312,Alexandria,VA 22314. Bradford,ON,1-3Z 3G7 Job TfU58 ;type Qly Ply -PAC-3905 172nd St NE-Arlington-WA U1351254 25191 i D28 Half Hip 1 I 1 IJob Reference(optional) Alliance Truss (CA), Abbotsford.BC-V2S 7P6. 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:00:27 2019 Page 1 1 D:rCTmK6iuyDTtyZuzrFbeDzl USd-rRv5d Frbtd LioY6148cs9RDsu FzM mmxwdu?QpQz7Koo 4.0-0 10-9-3 F 17-7-4 4-0-0 6-9-3 810.1 Scale=1:30.0 0.25 !12 4x7 = 1.5x4 II 4x6 = 4x5 = A B C D T — _ _ LI G F H' 3x6 = 4xl0 = E 1.5x4 li 4x4 I 4-" 10-9-3 17-7-4 t 4-0-0 6-9-3 6 10-1 PlsteOflsetsLX,Y)—_1/AO1-12,0.1-12],,[B:03-8.0.2.4J,(UEd eg 0.1_s],jE:Edge,O-2_eJ,_(F:0�5-0,0-1-12],[G:0-1-12,0-1-8�jH:0-2-0,0-0=41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(Roof Snow=2 25 I Plate Grip DOL 1.15 I TC 0.51 Vert(LL) -0.19 F-G >999 240 MT20 197/144 TCDL 13.0 Lumber DOL 1.15 BC 0.70 Vert(CT) -0,37 F-G >562 180 BCLL 10.0 * Rep Stress Incr YES WB 0.88 Horz(CT) 0.02 E n/a n/a BCLL 10.0 Codo IBC2015/TP12014 Matrix•MS Weight:58 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc purlins, B-D:2x4 SPF 2100F 1.8E except end verticals,and 2-0-0 oc purlins(4-1-14 max.):B-D. BOT CHORD 2x4 SPF No,2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) H=835/0-5-8,E=835/Mechanical Max Horz H=-26(LC 10) Max Uplift H=-94(LC 8),E=-95(LC 9) Max Grav H=857(LC 2),E=857(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-H=-807/111,A-B=-1856/214,B-C=-2645/317,C-D=-2645/317,D-E=-761/127 BOT CHORD F-G=-224/1886 WEBS A-G=-207/1923,B-G=-519/129,B-F=-106/776,C-F=-566/165,D-F=-310/2567 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7)Refer to girder(s)for truss to truss connections. ,�[ati GAJ?(,J, 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)H,E. WASP 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 39586 June 14,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1011.7473 rev.1010312015 BEFORE USE. r Design valid for use only with MiTek@ connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing N r �1.• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI1FPl1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,1_3Z 3G7 'Job TIM `)9Type Qly Ply ''�PAC3905172ndStNE-Arlington-WA r U1351255 i25191 ID29 Half Hip 1 1 IJob Reference(o tionai Alliance Truss (CA), Abbotsford,8C-V2S 71138, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:00:28 2019 Page 1 I D:rCTmK6i uyDTt_yZuzrFbeDzl U Sd-JeTTgbs DewTZQihxer75iemyYfl6VEV4sYlzLsz7Kon 6-0-0 11." 17-7.4 6-0-0 5-9-3 5-10-1 Scale=1:29.8 0.25 12 4x7 = 1.5x4 II 4x7 = 5x6 = A B C D G F H 4x5 = 5x8 = E 3x4 11 3x4 11 1 "0 i 11,E&S 17-7-4 6-0-0 Sa9.7 5.10.1 _Plate Ofteta ,(B 8 3 8,0 2-41,(E:Edpe,4 2-8J,_1F:0-1-8.,0-2-81,[13:0.1-8,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.77 Vert(LL) -0.19 F-G >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.73 Vert(CT) -0.36 F-G >580 180 TCDL 13.0 Rep Stress Incr YES WB 0.80 Horz(CT) 0.02 E n/a n/a BCLL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:58 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals,and 2-0-0 oc purlins(3-2-8 max.):B-D. WEBS 2x3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) H=835/0-5-8,E=835/Mechanical Max Horz H=-25(LC 10) Max Uplift H=-94(LC 8),E=-93(LC 8) Max Grav H=857(LC 2),E=857(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-H=-770/123,A-B=-2299/263,B-C=-23421281,C-D=-2342/281,D-E=-770/124 BOT CHORD F-G=-272/2316 WEBS A-G=-242/2228,B-G=-389/121,C-F=-474/137,D-F=-279/2318 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;CaL 11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7)Refer to girder(s)for truss to truss connections, 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)H,E. UA��CI 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. V'A ;ys86 r June 14,2019 &WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTek@ connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the iTek' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI1TPl1 quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 FJob ITruss 3 Type City Ply -PAC-3905 172nd St NE-Arlington-WA U1351256 125191 D30 Roof Special 1 1 Job Reference al) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, &310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14=29 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl U Sd-nq 1 r2xaaPEbQ13G7CZeKFGI DY2a W EnJDSCUXtJz7KOm 5-10-4 11-9-1 17-7-4 5-10-4 5-10-14 5-10-3 Scale=1:29.3 0.25 12 4x5 = 3x5 = 3x4 II 3x4 11 B C D G h F E 4x5 = 3x4 4x5 = t B-10-7 17-7-4 I 8-10-7 8-8-13 Plate Offsets(X,Y)-- [B:0-1-0 0-2-0) (D:Edge 0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.44 I Vert(LL) -0.18 F-G >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.97 Vert(CT) -0.38 F-G >543 180 BCDL 13.0 Rep Stress Incr YES WB 0.44 Horz(CT) 0.06 E n/a n/a BCDL 10.0 *BCDL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:61 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-11 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. B-G,C-E:2x4 SPF No.2 WEBS 1 Row at midpt B-G,C-E REACTIONS. (lb/size) G=835/0-5-8,E=835/Mechanical Max Horz G=27(LC 9) Max Uplift G=-93(LC 8),E=-94(LC 12) Max Grav G=857(LC 2),E=857(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-C=-2474/208 BOT CHORD F-G=-329/2231,E-F=-296/2076 WEBS B-G=-2184/322,B-F=0/361,C-F=0/482,C-E=-2068/307 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat,II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom Chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10,Opsf. 6)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)G,E. WAS/ H k:39586 � �Qr s re f Ss��at�t.n L FrG� June 14,2019 ,&WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors.This design is based only upon parameters shown,and is for an individual building componenl,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design_ Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Offek• fabrication,storage,delivery,erection and bracing of trusses and truss systems,sea ANSIrFPI1 Quality Criteria,OSB-89 and SCSI Building Component 100 ludushiel Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Truss Type Qty ;Ply PAC-3905 172nd St NE-Arlington-WA U1351257 :91 D31 Roof Special 1 1 j Job_Reference(optional) A108ttoe Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 S May 22 2019 NTek Industries,Inc, Tue Jun 11 14:00:30 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl U Sd-FObDFH tU9YjHfOrKIGAZn3rOl SwIzEZNJsE4QIz7Kol 5-104 11-9-1 17-7-4 5-10-4 5.10.14 5-10-3 Scale=1:29.3 0.25 12 4x5 = 3x5 = 3x4 II 3x4 11 B C D A h, 7 G.-__> F E 45 = 3x4 = 4x5 8.10.7 17-T I 8.1a� 8-6-13 Plate 0fsets.L�YF—Ae:0-1-0.q-4- r.Cq'Edg,9 0-2-81, LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.44 Vert(LL) -0.18 F-G >999 240 MT20 1971144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.97 Vert(CT) -0.38 F-G >543 180 TCLL 13.0 BCLL 10.0 Rep Stress Incr YES WB 0.44 Horz(CT) 0.06 E n/a n/a _BCDL 10.0 Code IBC2015/TPI2014 Matrix-MS Weight:61 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-11 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2*Except` BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. B-G,C-E:2x4 SPF No.2 WEBS 1 Row at midpt B-G,C-E REACTIONS. (Ib/size) G=835/0-5-8,E=835/Mechanical Max Horz G=48(LC 11) Max Uplift G=-95(LC 8),E=-93(LC 12) Max Grav G=857(LC 2),E=857(LC 2) FORCES. (lb)-Max.Comp./Max:Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-2474/209 BOT CHORD F-G=-350/2231,E-F=-313/2076 WEBS B-G=-2184/331,B-F=0/361,C-F=0/482,C-E=-2068/311 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. - 7)Refer to girder(s)for truss to truss connections. (ter GAR( 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)G,E. S!7� k 39586 !4IS.rt:�t: .: June 14,2019 ,A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTekO connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTe I<' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?P11 qualify Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. I Bradford,ON,Road 3G7 EJob Truss Type Qty Ply PAC-3905 172nd St NE-Arlington-WA U1351258 25191 D32 Half Hip Girder 7 I 31Job Reference(optional) AlUance Truss (CA). Abbotsford,SC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:00:31 2019 Page 1 I n•r(,TmKfiinynTty7n7rFhan71l I Sd-j n9cTdufiwrsBH AO W,I_hoKHOX3sOFid_W Y WzdyBz7Kok 4-1-11 9-2-7 14.11.2 y 17-7-4 4-1-11 5.0-12 i 54-11 2-8-2 Scale=1:30.3 6xB = 2x4 II 4.12 112 1 D E 0.25 12 / Y1, 5x6PP -- U H G 1 46 = 3x4 = 46 = F 3x5 = 5-10.2 124-7 17.7-4 5.10-2 I 6-" ° 5-2-13 Plate Offsets(X,Y} (Ba3 a,a ,(C:0.3.0,0-3jOj,.[Gt0-2-8,a2-0],,[I:a2-a,a2-off LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.56 Vert(LL) -0.14 G-H >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.51 Vert(CT) -0.28 G-H >755 1BO TCDL 13.0BCLL 10.0 Rep Stress Incr NO WB 0,69 Horz(CT) 0.06 F n/a n/a BCDL 10.0 * Code IBC2015/TP12014 Matrix-MS Weight:219 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF 21 OOF 1.8E except end verticals,and 2-0-0 oc purlins(6-0-0 max.):D-E. WEBS 2x3 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. A-l:2x4 SPF No.2 , REACTIONS. (lb/size) 1=3870/0-5-8,F=3870/Mechanical Max Herz 1=103(LC l l) Max Uplift 1=-372(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-1=-906/1471,A-B=459/0,B-C=-9736/0,C-D=-5698/0,E-F=-376/0 BOT CHORD H-1=0/8707,G-H=0/11456,F-G=0/2666 WEBS B-1=-8746/0,B-H=0/1418,C-H=-2095/0,C-G=-7147/0,D-G=0/3954,D-F=-4438/0 NOTES- 1)3-ply truss to be connected togetherwith 10d(0.131"xY)nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc,2x3-1 row at 0-9-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x3-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 5)Unbalanced snow loads have been considered for this design. GARC�9 6)Provide adequate drainage to prevent water pending. S 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. C1F ��7�r 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �� p will fit between the bottom chord and any other members,with BCDL=10.Opsf. �^ y 9)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 10) Refer to girder(s)for truss to truss connections. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) i 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. NrJ �,7 39586`,� NQ� 13 Hanger(s)or other connection devices shall be provided sufficient to support concentrated loads 1800 lb u at 0-1-12 on to LISTV� O P P P O P P Ly+ chord. The design/selection of such connection device(s)is the responsibility of others. ON I �T LOAD CASE(S) Standard June 14,2019 O WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek@ connectors.This design is based only upon parameters shown,and is for an individual building component,not Mrs • a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design- Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing WOW always required for stability and la prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 Qualify Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job IusS Type Oly !Ply AC-)PAC St NE-Arlington-WA U1351258 25191 D32 •Hoff Hip Girder 1 1 I 3 Job Refetence CoptlonW Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:00:31 2019 Page 2 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-j D9cTdu6wrsBHAQ WJ_hoKHOX3sOFid_WYWzdyBz7Kok LOAD CASE(S) Standard 1) Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-C=-426;C-D=426,D-E=-426,F-I=-20 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE ^� Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MOW is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?PI1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 ]Ttu88 .Type Q4y Ply -PAC-3905172nd St NE-Arlington-WA U1353050 :91 1ID33 IHaif Hip 1 I 1 l !Job Reter+ence,(optionai) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s Jun 112019 MiTek Industries,Inc. Wed Jun 26 16:56.182019 Pagel I D:rCTmK6iuyDTt_yZuzrFbeDzl U Sd-TUZeDPBSOK7JwtlTyuf2Ax4f_GrDUAgT9cq CCHz2 Lo3 4-8-8 1 9-2-7 13-2-12 i 17-2-6 17-7� ` 4-8-8 4-6-0 4-0� 3-11-10 04-14 2x$pale=1:29.8 _ E 3x7 = 4.12 112 I 3x6 D '~ 0.25 �12 4x4 t 3x5 - 'x I G H 4x5 = 4x8 = F 3x5 = 9 2J 17-7.4 9-2-7 8 4-13 Plate Offsets(X Y)-__IA 0-2-4,0-1-8]_[C:0-1-15,0-2-8J,1D:O-1 8 0-1,8],_[E 0 2-O,Edgej_[G:0 2 4,0-1_-8],[H:0-2-0,0-2-OJ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) -0.20 G-H >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.91 Vert(CT) -0.41 G-H >503 180 TCDL 13.0 I Rep Stress Incr YES WB 0.77 Horz(CT) 0.04 F n/a n/a BCLL 10.0 Code IBC2015ITP12014 Matrix-MS Weight:69 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-2 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 8-4-1 oc bracing. H-I:2x6 SPF No.2,E-F,B-H:2x4 SPF No.2 REACTIONS. (lb/size) H=827/0-5-8,F=827/Mechanical Max Horz H=169(LC 11) Max Uplift H=-92(LC 10).F=-116(LC 14) Max Grav H=883(LC 3),F=861(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-273/198,B-C=-2554/253,C-D=-2646/282 BOT CHORD G-H=-483/1977,F-G=-185/943 WEBS B-H=-1947/'330,B-G=0/670,C-G=-1045/168,D-G=-185/1933.D-F=-1125/227 Nf1TFS- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. ,�N� h GA (_. 8)Refer to girder(s)for truss to truss connections. WAS/ 9) = e mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)H except Qt=lb) F 116 t o v k 395Si6 � r NAL June 26,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MN-7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not • j a truss system.Before use,the building designer must verify the applicability or design parameters and properly incorporate this design into the overall 1 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 qualify Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 yJob Truss ;Type Qty ?Ply AC3905172nd St NE-Afttorl �^ U1353051 25191 D34 Monopitch 5 1 1 _ __ Job Reference Loplionall Alliance Truss (CA), Abbotsfoid.BC-V2S 7P6, 8.310 s Jun 112010 tATek Industries,Inc. Wed Jun 2616:58:19 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-xg7OQIC4neFAY 1 JfW cAHj8dgbgBZDd pcOGamlkz2Lo2 4-8-8 9-2-7 13-4-7 17-7-4 I 4-8-8 4-6-0 4-1-15 4-2-13 , Scale=1:29.8 1.5x4 E 3x7 = 4.12 4x5 D r 0.25 112 3x5 A g C 1 K � H 45 = 410 = F 3x4 = 9-2-7 17.7.4 9-2-7 8-4-13 Plate Offsets.(X,Y)- (A__0-2-8,0-i-Bjr-jC:0+12,0-2-0j:[D:01_-0,0-2 LOADING (psf) l 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP TCLL (Roof Snow=2 25. Plate Grip DOL 1.15 TC 0.42 Vert(LL) -0.19 G-H >999 240 MT20 197/144 3.0 Lumber DOL 1.15 BC 0.90 Vert(CT) -0.39 G-H >538 180 TCDL 1 TCLL 1 .0 Rep Stress Incr YES WB 0.78 Horz(CT) 0.04 F n/a n/a % BCDL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:68 lb FT=20 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-14 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 8-4-1 oc bracing. H-I:2x6 SPF No.2,B-H:2x4 SPF No.2 REACTIONS. (lb/size) H=829/0-5-8,F=829/Mechanical Max Horz H=169(LC 11) Max Uplift H=-92(LC 10),F=-116(LC 14) Max Grav H=886(LC 3),F=863(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-B=-265/200,B-C=-2563/252,C-D=-2803/306 BOT CHORD G-H=-481/1988,F-G=-184/913 WEBS B-H=-1963/325,B-G=0/664,C-G=-1098/177,D-G=-210/2110.D-F=-1112/229 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)H except Qt=lb) F=116. Ci• l NUfr 9 18t'6 �� SS�U�'AL�Z. June 26,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling or individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP/1 quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314, Bradford,ON,L3Z 3G7 Job t11E6 is TypB aty +ply k-PAC-3905 172nd St NE-Arlington-WA 125191 g$ IGABLE I I I U1353052 Job Referenoe tlarlal) Alliance Truss (CA), Abbotsford,BC-V2SM. 8.310 s Jun 11 2019 MiTek Industries,Inc. Wed Jun 26 16:58:22 2019 Page 1 I D:rCTm I(6iuyDTtyZuzrf beDzl U 3d-LFp93nCy3Zdl PU2CDkk_I(nf l 13tl U QXG34DOQM3z2L0^ t 9-2-7 28-3-0 9-2-7 19-0-9 Scale=1:59.0 4x6 = 4xB = 4.12 112 3x12 = Q P 30 0 N LM K i 4x10 = 0.25 I12 J I 4 AH 7x10 MT18HS = H 5x12 = - G A S CD E F�-^'i� I i I x- - o. 3x5 li 3x6 II 7x6 = .6x10 = '3x5 11 AG AF AE AD Al AC AB AA Z Y 4x5 =X W V IJ T S R [ 9-2-7 I 28.3-0 ] 9-2-7 1S." Plate Offsets(X,Y)-- [A:0-5-12,0-2-0],[C:0-5-8,0-2-0],[C:0-1-12,0-0-0],[F:0-4-8,Edge],[Q:0-6-8,0-1-4],[R:0-3-0,0-1-8],[X:0-2-4,0-0-0],[AC:0-4-0,0-3-0],[AE:0-4-0,0-3-4], [AG_0-3-0,0-1-8],-jAl_0-2-0,0 1-8],1AL,:0 3-0.0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.66 Vert(LL) -O.GOAF-AG >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.57 Vert(CT) -O.00AF-AG >999 180 MT18HS 1971144 TCDL 13.0 Rep Stress Incr YES WB 1.00 Horz(CT) -0.08 R n/a We 13CLL 10.0 * Code IBC2015/TP12014 I Matrix-S Weight:155 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF 210OF 1.8E*Except* TOP CHORD Structural wood sheathing directly applied or 2-7-14 oc purlins, M-Q:2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF 210OF 1.8E*Except* BOT CHORD Rigid ceiling directly applied or 3-2-10 oc bracing. R-X:2x4 SPF No.2 WEBS 1 Row at midpt D-AC WEBS 2x4 SPF No.2*Except* AG-AH:2x6 SPF No.2,D-AE,F-AC:2x3 SPF No.2 D-AC:2x4 SPF 210OF 1.8E OTHERS 2x4 SPF No.2*Except* Q-AL:2x6 SPF No.2 REACTIONS. All bearings 28-3-0 except(jt=length)AM=0-3-8. (lb)- Max Horz AG=237(LC 40) Max Uplift All uplift 100 lb or less at joint(s)T,U,V,W,Y.Z,AA,AB,AF except AG=-945(LC 38),R=-558(LC 38),S=-197(LC 38),AD=-131(LC 47),AE=-1036(LC 46),AC=-234(LC 46),AM=-714(LC 47) Max Grav All reactions 250 lb or less at joint(s)T,U,V,W.Y,Z,AA,AB except AG=1013(LC 45),R=585(LC 55),S=309(LC 31),AD=267(LC 30),AF=251(LC 31), AE=1093(LC 59),AC=446(LC 31),AM=702(LC 58) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-AG=-950/912,A-B=-2749/2686,B-C=-2120/2058,C-D=-1486/1436,D-E=-7147/6947, E-F=-6009/5881,F-G=-6203/6060,G-H=-5832/5696,H-1=-5151/5031,I-J=-4473/4368, J-K=-3794/3704,K-L=-3115/3041,L-N=-2435/2376,N-O=-1758/1714,O-P=-1071/1042, P-Q=-435/420,R-AL=-630/617,Q-AL=-630/617 BOT CHORD AB AC=-569155691,AA-AB 58, 5335 5334,0/1144, DZAAA=-4715/4714 AY-Z=--4095/409467 GAR(, A C 5��� 1� W-Y=-3475/3474,V-W=-2855/2854,U-V=-2235/2234,T-U=-1615/1614,S-T=-995/994, O� ��_S/�N R-S=-375/374 WEBS E-A1=-352/329,D-AE=-2237/2160,F-AC=-2152/2081,D-AJ=-5511/5656,AI-AJ=-5461/5607, AC-AI=-5568/5709,A-AK=-2681/2841,AE-AK=-2738/2901,Q-AM=-712/719 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; 39.586 MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry 1�fAL��� Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. June 26,2019 tD drainage to prevent water owdirtg. f Y WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.1010312015 BEFORE USE, ' II Design valid for use only with MiTek@ connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall [ building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the L fabricafion,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TP11 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 'Job Truss YP8 Qty Ply AC.98t15172nd St NE-Arlington-WA U1353052 ;25191 iD35 �SILE 1 1 i I Job Reference onal Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s Jun 11 2019 MiTek Industries,Inc. Wed Jun 26 16:58:22 2019 Page 2 I D:rCTmK6iuyDTtyZuzrFbeDzl U Sd-LFp93n Ey3ZdIPU2E Bkk_Kn FH3ll UQx634DoQM3z2LD? NOTES- 6)All plates are MT20 plates unless otherwise indicated. 7)All plates are 1.5x4 MT20 unless otherwise indicated. 8)Gable studs spaced at 2-0-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=1 O.Opsf. 11)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 12) Bearing at joint(s)AM considers parallel to grain value using ANSI(TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 13) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)T,U,V,W,Y,Z,AA,AB,AF except Qt=lb)AG=945, R=558,S=197,AD=131,AE=1036,AC=234,AM=714. 14)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 28-3-0 for 310.0 plf. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.10/03/2015 BEFORE USE, i Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIaPll quality Criteria,DSB-09 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss ss Type City Ply N-PAC-3905 172nd St NE-Arlington-WA U1351262 25191 D36 GABLE 1 I t Job Reference(ootkmi) Alliance Truss (CA). Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:00:38 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-OZ4 FxOzVH?k8cESc.DyJR61Aj7hlLrnPY96AViHz7Kod 2-7-12 _ 5-0-7 25.1-8 27-10-8 2-7.12 2-4-12 20-1-1 2.9.0 4.1277 3x4 11 ,i60819=1:50.2 2x4 4x6 2x4 I N M KL J 4x5 = H i G �_ o AE 8x12 MT18HS = E o 5x10 MT18HS = B AH a C u AD AC AB AA Z Y X W V U T S R Q 6x8 = 2x4 II 5x7 — 4x4 = 3x4 II 5-0-7 25-1.8 5 67 2DA-1 Plate onsets(x.Y)-_W. 24!d9el,(C.-O•5-0,0-2-0l,�O o-s�.rF�i�e�r.��-�otEd9el4:[Ae:o-z_s,ai-121,.[�w:a3 8,a3 olr LAF:a1-a.aaal LOADING (psf) SPACING- 2-0-0 CSI.^ DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.64 Vert(LL) 0.01 P n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.54 Vert(CT) -0.02 O-P n/r 120 MT18HS 197/144 TCDL 13.0 Rep Stress Incr YES WB 0.64 Horz(CT) -0.11 Q n/a n/a BCDL 10.0 BCDL 10.0 Code IBC2015/TP12014 Matrix-S Weight:135 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF 210OF 1.8E'Except` TOP CHORD Structural wood sheathing directly applied or 2-10-10 oc purlins, L-P:2x6 SPF No.2 except end verticals,and 2-0-0 oc purlins(2-9-3 max.):A-AE,A-D. BOT CHORD 2x4 SPF 210OF 1.8E*Except* BOT CHORD Rigid ceiling directly applied or 3-0-6 oc bracing. Q-V:2x4 SPF No.2 WEBS 1 Row at midpt O-Q WEBS 2x4 SPF 210OF 1.8E`Except' AD-AE:2x6 SPF No.2,O-Q:2x4 SPF No.2,D-AB:2x3 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. All bearings 25-1-8. (lb)- Max Horz AD=370(LC 39) Max Uplift All uplift 100 lb or less at joint(s)S.T,U,W,X.Y,Z,AA except AD=-2051(LC 37).Q=-185(LC 40),R=-182(LC 20),AC=-290(LC 40),AB=-395(LC 45) Max Grav All reactions 250 Ib or less at joint(s)R,S except AD=2184(LC 44), Q=679(LC 20),T=272(LC 70),U=272(LC 70),W=268(LC 70),X=268(LC 70), Y=271(LC 70),Z-262(LC 70),AA-207(LC 70),AC-351(LC 20),AD-500(LC 30) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-342/332,B-C=-812/815,C-D=-7027/6881,D-E=-6767/6604,E-F=-6129/5979, F-G=-5450/5316,G-H=-4771/4652,H-1=-4092/3989,I-J=-3414/3325,J-K=-2734/2661, K-M=-1967/1975,M-N=-1376/1331,N-O=-708/632,O-Q=-668/292 BOT CHORD AC-AD=-4190/4062,AB-AC=-3355/3165,AA-AB=-6286/6268,Z-AA=-5606/5589, Y-Z=-4986/4969,X-Y=-4366/4349,W-X=-3746/3729,U-W=-3126/3109,T-U=-2506/2489, S-T=-1886/1869,R-S=-1266/1249,Q-R=-646/629 WEBS E-AA=-252/62,AC-AF=-265/326,D-AB=-2254/2154,C-AF=-4113/4346,AB-AF=-4006/4204, AD-AG=-4533/4299,C-AG=-4608/4362 `U�: GAR(, f4 NOTES- C1F 1\'A$/t//4r 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=67mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat 11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right . 2 exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10:Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 �95�6 `r 4)Unbalanced snow loads have been considered for this design. O t'j 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. SS/U 1-04 6)Provide adequate drainage to prevent water ponding. 7)All plates are MT20 plates unless otherwise indicated. 8)All plates are 1.5x4 MT20 unless otherwise indicated. Julie 14,2019 ntinuous bottom chord z A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek(f)connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only.Additional temporary and permanent bracing W is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the �♦ i fabricalion,storage,delivery,erection and bracing of trusses and truss systems,see ANSPTPII Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314, Bradford,ON,Road 3G7 t 1, Job Truss )fy('18 IQty Ply JAC-3905 172nd St NE-Arlington-WA U1351262 125191 D36 GABLE 1 1 f Job Reference(optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 222019 MITek Industries.Inc. Tue Jun 11 14:00:39 2019 Page 2 I D:rCTmK6iuyDTtyZuzrFbeDzl U Sd-Uled8M_72Js?EO12nfggezjts45aa EfhOmv2Ejz7Koc NOTES- 10) Gable studs spaced at 2-0-0 oc. 11)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 13)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 14) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)S,T,U,W,X.Y,Z,AA except Qt=lb)AD=2051,Q=185, R=182,AC=290,AB=395. 15)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 25-1-8 for 310.0 plf. 16) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTek®connectors-This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job [Truss ss Type Qty Ply %.PAC-3908172nd St NE•A*Vton-WA U13b1263 25191 iD37 GABLE 1 1 II I i Idob Reference(option) Alf ialnoe Truss (CA). Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:00:41 2019 Page 1 IDA;I mKbiuyU I tyLuzrFbeL)zIUSd-OBINZ2ONaw6jTiBRv4s8kOoBJukL24c_r409lcz7Koa 4-1-12 25-1-8 27-0-12 4-1-12 20-11-12. 1.11.4 ' 4.12 i12 2x4 O Scale=1:56.4 2x4 II N 4x6 2x4 II M ' L JK I I i i� r; G 0.25 12 F j E i' 1 i 6x12 MT18HS = D 7x10 MT18HS = B AD 5x16 = AC AS AA Z Y X W V U T S R Q P 5x10 MT18HS 11 6x12 = 3x7 = 3x7 = 3x7 = 3x7 = 4x5 = 3x7 = 4-1.12 25-1-8 4-1-12 — _ 20.11-12 _ Plate Offsets-(X.Y}�A:0 3 O:Edge@,, 0.5-0.Edg9 1K:0-3-0.Edgej.[A8:0.3r8,0-2-8),LO-0-0_,0-1-121JAD:0-1-12 04-0 LOADING (psf) SPACING- 2-0-0 1 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0,70 Vert(LL) 0.01 O n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.72 Vert(CT) 0.00 N n/r 120 MT18HS 197/144 TCDL 13,0 Rep Stress Incr NO WB 0.93 Horz(CT) -0.08 P n/a n/a BCLL 10.0 Code IBC2015/TPI2014 Matrix-S Weight:148 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF 210OF 1.8E*Except` TOP CHORD Structural wood sheathing directly applied or 2-8-2 oc purlins, K-O:2x6 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2"Except" BOT CHORD Rigid ceiling directly applied or 3-1-13 oc bracing. V-AC:2x4 SPF 2100F 1.8E WEBS 1 Row at nri N-P,A-AB WEBS 2x4 SPF No.2*Except* A-AB:2x4 SPF 210OF 1.8E OTHERS 2x4 SPF No.2 REACTIONS. All bearings 25-1-8. (Ib)- Max Horz AC=212(LC 14) Max Uplift All uplift 1 OO Ib or less at joint(s)Q,R.S,T,U,W,X,Y,Z,AA except AC=-2682(LC 37),P=-125(LC 40),AB=-544(LC 46) Max Grav All reactions 250 lb or less at joint(s)Q,R,S.T,U,AA except AC=2911(LC 42),P=438(LC 20),W=276(LC 27),X=343(LC 27),Y=342(LC 27), Z=343(LC 28),AB=892(LC 27) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD AC-AD=-2842/2669,A-AD=-2794/2663,A-B=-7339/7080,B-C=-7178/7022,C-D=-6938/6765, D-E=-6223/6068,E-F=-5488/5348,F-G=-4755/4631,G-H=-4025/3918,H-1=-3346/3254, I-J=-2667/2590,J-L=-1901/1905,L-M=-1308/1260,M-N=-649/608,N-P=-425/179 BOT CHORD AB-AC=-1180/1094,AA-AB=-5744/5715,Z-AA=-5209/5254,Y-Z=-4760/4750, X-Y=-4348/4342,W-X=-3990/3987,U-W=-3667/3667,T-U=-3047/3047,S-T=-2427/2427, R-S=-1807/1807,Q-R=-1187/1187,P-Q=-567/567 WEBS - X-AJ=-282/91,Y-A1=-280/96,Z-AH=-287/81,AB-AF=-2280/2134,B-AF=-2299/2205, A-AE=-7688/7900,AB-AE=-7748/7785,AD-AE=-417/263,AE-AF=-208/277,AF-AG=-968/1007, AG-AH=-1107/1128.AH-AI=-939/952,AI-AJ=-669/676,AJ-AK=-350/353 NS GAR(, 1 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category Il;Exp B;Partially Exp.;Ct=1.10 954h 4)Unbalanced snow loads have been considered for this design. . % k�C 95186 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs IS TV non-concurrent with other live loads. 6)Provide adequate drainage to prevent water ponding. 7)All plates are MT20 plates unless otherwise indicated. 8)All plates are 1.5x4 MT20 unless otherwise indicated. June 14,2019 ti u s rn chord bearina. AWARNfNG-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate[his design into the overall �A i building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing iYliTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSnPl1 quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 !job fu Qty Ply f .AC-3905 172nd St NE-Arlington-WA I i )25191 I86 037' (GABLE 1 i 1 U1351263 Job ReferenoeLoptional Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:00:42 2019 Page 2 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-u KJmm N 1 OLEEa5smdSoN NGbLM314anXs84k8jr2z7KoZ NOTES- 10)Gable studs spaced at 2-0-0 oc. 11)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 13)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 14) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s)Q,R,S.T,U,W,X,Y,Z,AA except Qt=1b)AC=2682, P=125,AB=544. 15)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 25-1-8 for 310.0 plf. 16) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1,15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-13=-76,B-N=-76,N-O=-76,P-AC=-20,AD-AK=-65(F) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek@)connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mire lc. `is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 I Wall) (Truss ss Type Qty Ply VPA0-3905 172nd St NE-Arlington-WA U1351264 t28191 jD38 ;Roof Special 9 1 Job Reference joptional Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:00:42 2019 Page 1 I D:rCTmK6iuyDTt_yZuzrFbeDzl U Sd-u KJ mm N 1 O LEEa5smdSoN NG b LT017Fne584k8jr2z7KoZ 4-1-12 7-4-15 11-11-4 4-1-12 3-3-3 T 4-6-5 Scale=1:25.6 D 4.12 12 3x4 0.25 11-2C 3x5 = B T I / t O lIn JU -�� F t! G 3x8 = E 1.bx4 II 3x4 = 4-1-12 11-11-4 4-1-12 7-9_-8 Plate Offsets(X,Y)-- [A:0-0-0,0-0-0],[E:0-1-12,0-1-8] [F:0-3-4,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.30 Vert(LL) -0.12 E-F >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.55 Vert(CT) -0.26 E-F >546 180 BCDDL 13.0 • I Rep Stress Incr YES WB 0.47 Horz(CT) 0.01 E n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:43 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-4 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) G=563/0-5-8,E=563/Mechanical Max Horz G=75(LC11) Max Uplift G=46(LC 10),E=-81(LC 14) Max Grav G=591(LC 3),E=580(LC 3) FORCES. (lb)-Max.Comp./Max.Ten,-All forces 250(lb)or less except when shown. TOP CHORD A-G=-557/82,A-B=-1158/101,B-C=-1288/140 BOT CHORD E-F=-172/624 WEBS A-F=-83/1176,B-F=-612/130,C-F=-43/742,C-E=-705/200 NOTES- 1)Wind:ASCE 7-10;Vull=110n1ph(3-second gust)Vasd=87rnph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8)Refer to girder(s)for truss to truss connections. ,fit\ GA/?C. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)G,E. �,A, 0' 7�1 f� ^7 39586 ai. /STV'Nk June 14,2019 A WARNING-Verlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. �= Design valid for use only with MiTek@ connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 (JOD �Dfuss ~type Qty Ply �1C 3905172nd St NE-Arlington-WA 125191 39 ROOF SPECIAL GIRDER t IIU1351265 3 Job ReferencelopUonal Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:00:43 2019 Page 1 I D:rCTmK61 uyDTt_yZuzrFbeDzl U Sd-N W t8J 1 e6XM RjOLgOVvcppuXl i PsW?LHJOtG N Vz7KoY 4.1-12 6-11-12 12-0-12 185 6 26-1.0 4-1.12 2-10-0 1 51-0 8 0-10 [ 6 8 2 4.12 T12 2x4 I Scale=1:53.4 G 4x6 %5x6 F � � E /- 5x6 D �- \•, 61 0.25 F12 3x4 ILLJ . N L J P O M K I H 4x7 = 7x16 = 6x10 MT18HS = 12x12 = 6x10 MT18HS = 5x8 = 4x7 3x4 = 2-11-5 6-11-1 (2 12-0-12 18-5-6 25-1-8 2-11.5 4 U 7 6-1-0 6.4-10 6-&2 Plate Offsets(X Y)-- [A:0-3-8 0-1-121 [B:0-3-12 0-3-8] [D:0-3-0 0-1-121 fF:0-2-4,0-2-01 fl:0-3-8 0-1-121 fK:0-6-0 0-8-0] [0:0-3-0,0-1-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.74 Vert(LL) -0.22 K-M >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1,15 BC 0.78 Vert(CT) -0.41 K-M >716 180 MT18HS 197/144 TCDL 13.0 Rep Stress Incr NO WB 0.85 Horz(CT) 0.09 H n/a n/a _ BCLL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:484 lb FT=20 BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-5 oc purlins, BOT CHORD 2x6 SPF 210OF 1.8E*Except* except end verticals. J-L:2x10 DF SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2*Except* WEBS 1 Row at midpt G-H A-0:2x6 SPF No.2,A-N,D-1:2x4 SPF 210OF 1.8E D-K:2x8 SPF 195OF 1.7E REACTIONS. (lb/size) H=6394/0-5-8,0=8942/0-5-8 Max Horz 0=198(LC 35) Max Uplift H=-703(LC 14) Max Grav H=6397(LC 20),0=8974(LC 20) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-0=-8136/0,A-B=-16182/0,B-C=-23640/679,C-D=-20100/2036,D-F=-6914/667 BOT CHORD N-0=-136/1254,M-N=-151/23244,K-M=-756/22351,I-K=-1960/18660,H-1=-747/6467 WEBS A-N=0/16319,B-N=-10420/49,B-M=-1372/0,C-M=0/611,C-K=-3994/0,D-K=0/10564, D-1=-14387/1431,F-1=-703/7800,F-H=-8895/1028 NOTES- 1)3-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x6-2 rows staggered at 0-7-0 oc,2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc,2x10-5 rows staggered at 0-4-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc,Except member N-B 2x4-1 row at 0-7-0 oc,2x8-4 rows staggered at 0-4-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=11 Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; ,� MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for WASF members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 O 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 5)Unbalanced snow loads have been considered for this design. 6)Provide adequate drainage to prevent water ponding. 7)All plates are MT20 plates unless otherwise indicated. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide C 39S8G will fit between the bottom chord and any other members,with BCDL=10.Opsf. ��/• k�Ci1STl:�S'� 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. �C 11) Bearing at joint(s)0 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify S`S/(�NAL��`� capacity of bearing surface. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except Qt=lb) H=703. June 14,2019 AWARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not '• a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ��• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314, Bradford,ON,L3Z 3G7 {l06 Mmss 88 Type CNy �Ply N-PAC-3905 172nd St NE-Arlington-WA 11 U1351265 �25101 ID39 ROOF SPECIAL GIRDER 1 3 iJob Reference_(opfional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:00:44 2019 Page 2 I D:rCTm K61uyDTtyZuzrFbeDzl USd-rJRW B32GsrU I LAwOaCOrLOO125k5ESbRX2dpvxz7KoX NOTES- 13) Load case(s)1,2,3,4,5,10,11,12,13,14,15.16,17,18,19,20.21,22,23,24,25,26,31.32,33,34,35,36,37,38,39,40,41,42,43,44 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 14) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1800 Ib up at 12-2-0 on top chord,and 8818 lb down and 351 lb up at 12-0-13 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-13=426,B-D=-426,D-G=-76,H-O=-20 Concentrated Loads(lb) Vert:K=-8818(F) 2)Dead+0.75 Snow(balanced)+0.75 Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-B=-37b,B-D=-370,D-G=-64,1-0=-35,I-P=-65,H-P=-35 Concentrated Loads(lb) Vert:K=-7572(F)D=1350 3)Dead+0.75 Snow(Unbal.Left)+0.75 Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-B=-376,B-D=-370,D-G=-64,1-0=-35,I-P=-65,H-P=-35 Concentrated Loads(lb) Vert:K=-7572(F)D=1350 4)Dead+0.75 Snow(Unbal.Right)+0.75 Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-B=-344,B-D=-344,D-G=-37,1-0=-35,I-P=-65,H-P=-35 Concentrated Loads(lb) Vert:K=-7572(F)D=1350 5)Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:A-B=-201,B-D=-201,D-G=-26,H-O=-40 Concentrated Loads(Ib) Vert:K=-5237(F) 10) Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-B=-154,B-D=-154,D-G=21,H-O=-10 Horz:A-0=12,A-B=-29,B-G=-29 Concentrated Loads(lb) Vert:K=341(F)D=1800 11) Dead+0.6 MWFRS Wind(Pos,Internal)Right:Lumber Increase=1,33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-B=-167,B-D=-163,D-G=12,H-O=-10 Horz:A-O=-15,A-B=-17,B-G=-20 Concentrated Loads(Ib) Vert:K=341(F)D=1800 12) Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-B=-180,B-D=-180,D-G=-5,H-O=-20 Horz:A-0=20,A-B=-21,B-G=-21 Concentrated Loads(lb) Vert:K=351(F)D=1800 13) Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-B=-193,B-D=-189,D-G=-14,H-O=-20 Horz:A-O=-7,A-B=-8,B-G=-12 Concentrated Loads(Ib) Vert:K=351(F)D=1800 14) Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-B=-154,B-D=-154,D-G=21,H-O=-10 Horz:A-0=10,A-B=-29,B-G=-29 Concentrated Loads(lb) Vert:K=341(F)D=1800 15) Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-B=-167,B-D=-167,D-G=8,H-0=-10 Horz:A-O=-14,A-B=-17,B-G=-17 Concentrated Loads(lb) Vert:K=341(F)D=1800 16) Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-B=-154,B-D=-154,D-G=21,H-0=-10 Horz:A-0=10,A-B=-29,B-G=-29 Concentrated Loads(Ib) Vert:K=341(F)D=1800 17) Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.33,Plate Increase=1.33 Cimilieu®d w ofaae 3 &WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MY-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall VA building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• i is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss 1 ype aty ;Ply3W5 172nd St NE-Arlington-WA 1 U1351265 25191 D39 !ROOF SPECIAL GIRDER 4 1 3 Reference(ootionJ. Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:00:44 2019 Page 3 I D:rCTm K6iuyDTtyZuzrFbe Dzl USd-rjR W B32GsrU I LAwOaCQrLOQi25k5ESbRX2dpvxz7KoX LOAD CASE(S) Standard Uniform Loads(plf) Vert:A-B=-167,B-D=-167,D-G=8,H-O=-10 Horz:A-O=-14,A-B=-17,B-G=-17 Concentrated Loads(lb) Vert:K=341(F)D=1800 18) Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-B=-180,B-D=-180.D-G=-5,H-O=-20 Horz:A-0=18,A-B=-21,B-G=-21 Concentrated Loads(lb) Vert:K=351(F)D=1800 19) Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-B=-193,B-D=-193,D-G=-18,H-O=-20 Horz:A-O=-6,A-B=-8,B-G=-8 Concentrated Loads(Ib) Vert:K=351(F)D=1800 20) Dead+Snow(Unbal.Left):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-13=-435,B-D=-426,D-G=-76,H-O=-20 Concentrated Loads(lb) Vert:K=-8818(F) 21) Dead+Snow(Unbal.Right):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-B=-391,B-D=-391,D-G=41,H-O=-20 Concentrated Loads(lb) Vert:K=-8818(F) 22) Dead+Uninhabitable Attic Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:A-B=-201,B-D=-201,D-G=-26,1-0=-40,I-P=-80,H-P=-40 Concentrated Loads(Ib) Vert:K=-5410(F) 23) Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-B=-354,B-D=-354,D-G=-48,I-0=-35,I-P=-65,H-P=-35 Horz:A-0=15,A-B=-16,B-G=-16 Concentrated Loads(Ib) Vert:K=-372(F)D=1350 24) Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-B=-364,B-D=-361,D-G=-55,I-0=-35,I-P=-65,H-P=-35 Horz:A-O=-5,A-B=-6,B-G=-9 Concentrated Loads(lb) Vert:K=-372(F)D=1350 25) Dead+0.75 Snow(bal,)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-B=-354,B-D=-354,D-G=48,I-0=-35,I-P=-65,H-P=-35 Horz:A-0=14,A-B=-16,B-G=-16 Concentrated Loads(lb) Vert:K=-372(F)D=1350 26) Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads(plf) Vert:A-B=-364,B-D=-364,D-G=-57,I-0=-35,I-P=-65,H-P=-35 Horz:A-0=-4,A-B=-6,B-G=-6 Concentrated Loads(lb) Vert:K=-372(F)D=1350 31) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-B=-154,B-D=-154,D-G=21,H-O=-10 Horz:A-0=12,A-B=-29,B-G=-29 Concentrated Loads(lb) Vert:K=-2611(F)D=1800 32) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-B=-167,B-D=-163,D-G=12,H-O=-10 Horz:A-O=-15,A-B=-17,B-G=-20 Concentrated Loads(lb) Vert:K=-2611(F)D=1800 33) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-B=-180,B-D=-180,D-G=-5,H-O=-20 Horz:A-0=20,A-B=-21,B-G=-21 Concentrated Loads(lb) Vert:K=-2601(F)D=1800 d on Dacia 4 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI1`TPl1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Ob miss SS Type Oty IPly 4-PAC-3905172nd St NE-Arlington-WA U1351265 I25191 �D39 ]ROOF SPECIAL GIRDER 1 [ 3 Job Reference(cpt1ona0 Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:00:44 2019 Pap 4 I D:rCTm K6iuyDTtyZuzrFbe Dzl USd-rjRW B32GsrU I LAwOaCQrLOQi25k5 ES bRX2dpvxz7KoX LOAD CASE(S) Standard 34) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(pit) Vert:A-B=-193,B-D=-189,D-G=-14,H-O=-20 Horz:A-O=-7,A-B=-8,B-G=-12 Concentrated Loads(lb) Vert:K=-2601(F)D=1800 35) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-B=-154,B-D=-154,D-G=21,H-O=-10 Horz:A-0=10,A-B=-29,B-G=-29 Concentrated Loads(Ib) Vert:K=-2611(F)D=1800 36)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-B=-167,B-D=-167,D-G=8,H-O=-10 Horz:A-O=-14,A-B=-17,B-G=-17 Concentrated Loads(lb) Vert:K=-2611(F)D=1800 37) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-B=-154,B-D=-154,D-G=21,H-0=-10 Horz:A-0=10,A-B=-29,B-G=-29 Concentrated Loads(lb) Vert:K=-2611(F)D=1800 38) Reversal:Dead+0.6 MWFRS_Wind(Pos.Internal)4th Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-B=-167,B-D=-167,D-G=B,H-O=-10 Horz:A-O=-14,A-13=-17,B-G=-17 Concentrated Loads(lb) Vert:K=-2611(F)D=1800 39) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-B=-180,B-D=-180,D-G=-5,H-O=-20 Horz:A-0=18,A-B=-21,B-G=-21 Concentrated Loads(Ib) Vert:K=-2601(F)D=1800 40)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-B=-193,B-D=-193,D-G=-18,H-O=-20 Horz:A-O=-6,A-B=-8,B-G=-8 Concentrated Loads(Ib) Vert:K=-2601(F)D=1800 41)Reversal:Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-B=-354,B-D=-354,D-G=-48,1-0=-35,I-P=-65,H-P=-35 Horz:A-0=15,A-B=-16,B-G=-16 Concentrated Loads(Ib) Vert:K=-5720(F)D=1350 42) Reversal:Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.33 Plate Increase=1.33 Uniform Loads(plf) Vert:A-B=-364,B-D=-361,D-G=-55,1-0=-35,I-P=-65,H-P=-35 I lorz:A-0 u5,A-D-0,D-G-9 Concentrated Loads(lb) Vert:K=-5720(F)D=1350 43) Reversal:Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-B=-354,B-D=-354,D-G=48,1-0=-35,I-P=-65,H-P=-35 Horz:A-0=14,A-B=-16,B-G=-16 Concentrated Loads(lb) Vert:K=-5720(F)D=1350 44) Reversal:Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-B=-364,B-D=-364,D-G=-57,1-0=-35,I-P=-65,H-P=-35 Horz:A-0=4,A-B=-6,B-G=-6 Concentrated Loads(Ib) Vert:K=-5720(F)D=1350 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job toss j1• ype Oty IPly70b G3905172nd St NE-Adington-WA U1351266 !25191 �D4 0 ROof Special Ierence Alliance Tnm (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MIT&Industries Inc. Tue Jun 11 14:00A6 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-n5ZGcl4 W OSkOaT3 PhdSJ RR W_rvS hiMjj?M6w_pz7KoV 3-4-15 10-042 17-10-11 25-1-8I 12-113-4-15 1-1 4 4.12 12 Scale=1,49.7 F i 4x6 4x4 N - E 3x5 = 3x4 .6 K J 1 O P L4x7 = H 3x4 = 4x7 = 4x4 = 3x6 = T-11$ 15-8-7 251$ 7-11$ 7-8-15 9-5-1 Plate Offsets Y� _�A;OT2-gral-B�r.LB;O-3'-8&4:J4,[q 0 3.9,Ea9el�[E:0-1-12.0-1-121,(F;0-2,0.0 0-121,[1:8�1-12 O�t�B]t.jL-Q--.�0?-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TC1_4 25.0 Plate Grip DOL 1.15 TC 0.97 Vert(LL) -0.35 H-1 >846 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.64 Vert(CT) -0.55 H-1 >543 180 TCDL 13.0 Rep Stress Incr YES WE 0.88 Horz(CT) 0.08 H n/a n/a BCLL 10.0 BCDL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:117 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals,and A-B:2x4 SPF No.2,B-D:2x4 SPF 210OF 1.8E 2-0-0 oc purlins(6-0-0 max.):A-M,A-B. BOT CHORD 2x4 SPF 21 OOF 1.8E BOT CHORD Rigid ceiling directly applied or 9-0-11 oc bracing. WEBS 2x4 SPF No.2"Except' WEBS 1 Row at midpt F-H,E-H L-M:2x6 SPF No.2,B-K,C-K,E-I:2x3 SPF No.2 REACTIONS. (lb/size) L=1181/0-5-8,H=1353/0-3-8 Max Horz L=280(LC 14) Max Uplift L=-93(LC 10),H=-223(LC 14) Max Grav L=1417(LC 29),H=1639(LC 31) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-B=-287/197,B-C=-3212/235,C-E=-1936/113,F-H=-411/198 BOT CHORD K-L=-750/3524,I-K=7426/2695,H-1=-210/1347 WEBS B-L=-3700/347,B-K=-619/330,C-K=-10/467,C-1=-1262/247,E-1=-59/1170, E-H=-1764/279 NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf Or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. �� 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. A SI 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide C1C �!•( will fit between the bottom chord and any other members,with BCDL=10.Opsf. �<< 8)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9)Provide mechanical connection(by others)Of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)L except Qt=1b) - H=223. 10)Graphical purl in representation does not depict the size or the orientation of the purl in along the top and/or bottom chord. 39586 S3•/o InL_'^C% June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE 11411-7473 rev.10/03/2015 BEFORE USE, Design valid for use only with M!TekO connectors-This design is based only upon parameters shown,and is for an individual building component,not . a truss system,Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mire{r is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the labillmlion,storage,dehvery,erOCUon and bracing of trusses and Halt systems,see ANSYMI quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road SR/sy Information available from Truss Plate Institute,218 N.Lae Street,Suite 312,Alexandria,VA 22314. Bradford,ON.1_3Z 3G7 Job Truss R9 Type JCJy �Plly I 4•PAC-3905 172nd St NE-Arlington-WA U1351267 25191 D40A ROof Special 3 1 b Reference_(optbna0 Alliance Truss (CA), Abbotsford,BC-V2S 7P6. 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:00:47 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzl U Sd-Fl7fp5489mtsCdehFL7Y7f2RA.l pRRgmtF?rt 1 W(',77KOI1 3-4-15 10-5-11 _ _17-3-2 25-1-8 3-4-15 7-0-12 6-9.7 7-10.7 1-114 4.12 112 j' BGBIe=1:52.6 F 4x4 47 % \X r. /i \\ r -17 I \,�M � \\ o Igo ` 4x6 d K . J I p R .J = L4x7 = H 3x4 = 47 =44 = 45 = 7-3-7 15-4-2 25-1-8 7-3-7 8 0 11 006 Plate Offsets_(X,Y- 0-2_4.0-1- L.9 4.04-01,-LD'0'3-8.Ed901,.1E�01-12.04-121,JP:0-3-4,0-4-01.IH`Ed9g.0-1-J8 J.'4-2-0,0-1-8j [L:0-3-0,0-1-Oj,[N:0.2-12.0.2.01 -- ---- -- LOADING (psf) SPACING- 2-0-0 CSI. II DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.87 t Vert(LL) -0.30 H-I >980 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.63 t Vert(CT) -0.49 H-I >612 180 TCDL 13.0 Rep Stress Incr YES WB 0.83 Horz(CT) 0.07 0 n/a n/a BCLL 10.0 Code IBC2015/TP12014 Matrix-M3 I Weight:129 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2`Except' TOP CHORD Structural wood sheathing directly applied, except end verticals,and A-B:2x4 SPF No.2,B-D:2x4 SPF 210OF 1.8E 2-0-0 oc puffins(6-0-0 max.):A-M,A-B, BOT CHORD 2x4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 9-1-10 oc bracing. WEBS 2x4 SPF No.2*Except* WEBS 1 Row at midpt E-H,F-0 L-M:2x6 SPF No.2,B-K,C-K,E-1:2x3 SPF No.2 OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) L=1181/0-5-8,0=1344/0-3-8 Max Horz L=280(LC 11) Max Uplift L=-93(LC 10),0=-226(LC 14) Max Grav L=1417(LC 29),0=1626(LC 29) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-271/204,B-C=-3289/253,C-E=-2000/123,H-N=-129/1243,F-N=-129/1243 BOT CHORD K-L=-741/3520,I-K=-436/2740,H-1=-223/1461 WEDO D-L--3697/320,D-K--530/306,C-I:--20/400,C-1--1210/245,E-1-63/1114, E-H=-1741/268,F-0=-1629/325 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. A GAk��q 5)Provide adequate drainage to prevent water ponding. WAS 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0 �. 7)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. - 9)Bearing at joint(s)O considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)L except 0t=11b) �, 39>86 w 0=226. Q t I `L 11 Graphical urlin representation does not depict the size or the orientation of the urlin along the to and/or bottom chord. x QISTV� P P P P� P 9 P 7GNAL��G�� June 14,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114II-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek@)connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design- Bracing indicated is to prevent buckling or individual truss web and/or chord members only.Additional temporary and permanent bracing Mil'ek� is always required for stability and to prevent collapse with possible personal injury and properly damage-For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job IPoles 1' ype ay plyC-39(15 172nd St NE-AAinglon-WA U1351268 I251191 D41 'GABLE 1 1 'Job ReferenceLo�llonal) A1118a_w Truss(GA). Abbotsford.BC-V2S 7PS, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:00:49 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-BgE PEn6PhN 7a RxozN m?0248a K6 W Zvj GAhJ Kab8z7KoS 25.1-8 3-4-15 }ails, 21-8.9 _ 4x7 = Scale=1:54.7 4.12 j12 N M'', _ L K AF 4x5 HI I G I� { 7x10 MT18HS = F N E m AC 7x14 MT18HS = D��.i"� i C l I 19- � 4x5 11 600 MT18HS = Q AG P Q AB AA Z Y X W V U T S R 3x4 II 3x4 = 34-15 25-1-8 3-4-15 2141-9 -Fla le.0ffseIs-(X Y;- A&& 7.4,Edge]Lj6 0 B t2.Edge),11:0,2-B,Edga],_(Nb 04 0j,.(AA LOADING (psf) SPACING- 2-0-0 , CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=2 TCLL 2 10) Plate Grip DOL 1.15 TC 0.70 Vert(LL) -0.04 P-Q >999 240 MT20 19711443. TCLL 3.0 Lumber DOL 1.15 BC 0.57 Vert(CT) -0.07 P-Q >999 180 MT18HS 197/144 Rep Stress Incr YES WB 0.89 Horz(CT) -0.07 R n/a n/a BCLL 10.0 BCDL 10.0 Code IBC2015/TP12014 I Matrix-MS Weight:145 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF 210OF 1.8E*Except` TOP CHORD Structural wood sheathing directly applied or 2-9-6 oc purlins. H-N:2x4 SPF No.2 except end verticals,and 2-0-0 oc purlins(2-6-15 max,):A-AC,A-B. BOT CHORD 2x4 SPF 210OF 1.8E"Except" BOT CHORD Rigid ceiling directly applied or 2-11-1 oc bracing. O-T:2x4 SPF No.2 WEBS 1 Row at midpt N-AE WEBS 2x4 SPF No.2`Except' AB-AC:2x6 SPF No.2,A-AA:2x4 SPF 21 OOF 1.8E OTHERS 2x4 SPF No.2*Except* N-AD:2x6 SPF No.2 REACTIONS. All bearings 20-8-8 except Qt=length)AE=0-3-8. (lb)- Max Horz AB=433(LC 45) Max Uplift All uplift 100 Ib or less atjoint(s)S,U,V,W,X,Y,Z,AE except AB=-2916(LC 37),R=-122(LC 37),AA=-805(LC 46) Max Grav All reactions 250 lb or less at joint(s)S except AB=3065(LC 44), R=550(LC 70),U=304(LC 70).V=260(LC 70),W=271(LC 70),X=267(LC 70), Y=274(LC 70),Z=251(LC 70).AA=861(LC 41),AE=254(LC 29) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-AB=-3005/2890,A-B=-7482/7253,B-C=-7127/6952,C-D=-6556/6392,D-E=-5878/5730, E-F=-5199/5066,F-G=-4520/4402,G-1=-3841/3739,I-J=-3162/3073,J-K=-2482/2417, K-L=-1815/1739,L-M=-1123/1071,M-N=-462/451 BOT CHORD AA-AB=-1266/880,Z-AA=-6554/6557,Y-Z=-5780/5867,X-Y=-5103/5114,W-X=-4350/4362, V-W=-3598/3610,U-V=-2846/2858,S-U=-2093/2105,R-S=-1341/1353,Q-R=-589/601 WEBS K-R=-346/102,B-AA=-2263/2183,A-AA=-7714/8120,N-AE=-255/64 NOTES- ��4 C;Ai?c,f 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat II;Exp B;Enclosed; NVAS/ MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for O� members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry r� Gable End Details as applicable,or consult qualified building designer as per ANSIfCPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B.Partially Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design, 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. hrj,3958,, 7)All plates are 1.5x4 MT20 unless otherwise indicated. �/• GISTV 8)Gable studs spaced at 2-0-0 oc. � ��.J�� 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. June 14,2019 �tlti91YlA0ml @ assumed to be SPF 114o.2 crushina eaoadly of 425 osi, WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not , a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mire I<' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI7TPI1 Quality Criteria,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bra Industrial Road Bradford,ON,L3Z 3G7 Job I f1785 ss Type Oty 1 Ply A-PAC-3905 172nd St NE-Arlington-WA 111351268 � 26191 ID41 ;GABLE 1 1 Job Reference twklna � _ Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MITek Industries,Inc. Tue Jun 11 14:00:50 2019 Page 2 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-gtonS771 ShFR35NAWTXFbHgl4Wsoe9WJwz487h77KnR NOTES- 12) Bearing atjoint(s)AE considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 13) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)S,U,V,W,X,Y,Z,AE except(jt=lb)AB=2916,R=122, AA-805. 14)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 20-8-8 for 376.1 plf. 15)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev,10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicabllity of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M' R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB49 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 !Job fI18S I ype Qty P y V' C-3905 172nd St NE-Arlington-WA U1351269 25191 242_ Monopltch 7 1 1 Job Reference tionel Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:00:50 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzl U Sd-gtonS771 Sh FR35 NAwTXFbHgmvW mTeBSJwz487bz7KoR 1-108 e-9.14 12-10-4 16-10-10 25-1-8 27-0-12 i t-10-8 6-9-14 6-" I tL06 f 6-2-14 1-11-4 4.12 12 I r&CBM=1:51.1 4x6 5 4x4 E 3x4 % 1.5x4 C Nl� L K J Q R I'a. 4x5 = 3x4 = 3x5 = 4x4 = 3x6 = 8-10-0 16-10-B Plate Offsets.(X,Y)-_ -[D:0_1=12,0-1-8],_[E 0-3-O,Ed9e] [F 0-.1 B 0-2-0],[J_0-2-0,0-1 81,[1-:0-1 12,0-1--8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.59 Vert(LL) -0.28 W >999 240 MT20 197/144 (Roof Snow=2 13. Lumber DOL 1.15 BC 091 Vert(CT) -0.43 I-J >701 180 TCLL 3.0 Rep Stress Incr YES WB 0:76 Horz(CT) 0.06 1 n/a n/a BCLL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:107 lb FT=20% - BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-8-10 oc purlins, A-E:2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B-K:2x4 SPF 210OF 1.8E WEBS 1 Row at midpt G-1,F-I WEBS 2x3 SPF No.2*Except* G-I,F-1:2x4 SPF No.2 REACTIONS. (lb/size) 1=1359/0-3-8,B=1340/0-5-8 Max Horz B=290(LC 10) Max Uplift 1=-217(LC 14),B=-144(LC 10) Max Grav 1=1669(LC 21),B=1390(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-C=-2911/255,C-D=-2620/202,D-F=-1432/80,G-1=-587/187 BOT CHORD B-L=-486/2721,J-L=-322/1840,I-J=-168/1004 WEBS C-L=-524/175,D-L=-69/854,D-J=-841/201,F-J=-64/1021,F-1=-1440/246 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. G-ARC,. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 0.. !N 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except Qt=lb) A. 1 1=217,B=144. �AC, k!,39586��� ONAL June 14,2019 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.1010312015 BEFORE USE, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPl1 qualify Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss ss Type City Ply A-PAC-3905 172nd St NE-Arlington-WA U1351270 25191 D42A Monopitch 3 1 +Job Reference(optional) Mliance Truss (CA), Abbotsford,BC-V2S 7P6. &310 s May 22 2019 MiTek Industries,Inc^ Tue Jun 11 14:00:51 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-83M9fS7fD7NlgEyMI JR21 I8\/nxSw6YNdGTRdflhfl77KnQ t -1-10-8 6-9-14 12-10� 19-4-4 25-1-8 27-0-12 1-10-8 6-9-14 6-0-6 6-6-0 5-9-4 1-117 4.12 '12 6x8 H- Scale=1:51.2 ax4 4x6 F R E / pt ' � il11 1.5x4 �� /✓'/ V ya B�� d ' 4x8 = jo o L K J S T 4x5 = 3x4 = 3x5 = 4x4 = 4x5 = 840-0 16-10-8 25-1-8 8-10-0 ' 8 0 8 1 8 30 Plate Offsets(X,Y}- _[D:0.1-12,01-8�,JE:?+0 EdgeJ,IF:0.1-12,0 2-D� (G:00.3 4,0-4-OJ_p:Edge,0-1-121,_[J 0.1-12,0 1-12J;(L:0-1-12Z0-1.8l..K:0-3_0,0?-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. Tin (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.60 Vert(LL) -0.23 I-J >999 240 MT20 1971144 (Roof Snow=25,0) Lumber DOL 1.15 BC 0.85 Vert(CT) -0.38 L-P >790 180 TCDL 13.0 Rep Stress Incr YES WB 0.79 Horz(CT) 0.05 Q n/a n/a BCLL 10.0 Code IBC2015ITP12014 Matrix-MS Weight:120 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2"Except` TOP CHORD Structural wood sheathing directly applied or 2-8-3 oc purlins, A-E:2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2"Except" BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B-K:2x4 SPF 210OF 1.8E WEBS 1 Row at midpt F-I,G-Q WEBS 2x3 SPF No.2*Except* G-I,F-I:2x4 SPF No.2 OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) B=1340/0-5-8,Q=1350/0-3-8 Max Horz B=290(LC 10) Max Uplift B=-144(LC 10),0=-220(LC 14) Max Grav B=1388(LC 3),Q=1660(LC 21) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-C=-2907/254,C-D=-2619/202,D-F=-1417/80,I-M=-153/1191,G-M=-153/1191 DOT 01IORD D-L--484/2716,J-L--324/1641,1-J-157/010 WEBS C-L=-514/173,D-L=-65/854,D-J=-871/210,F-J=-76/1038,F-1=-1323/235, G-Q=-1662/336 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. A S 1 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide y will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8)Bearing at joint(s)Q considers parallel to grain value using ANSI/TPI 1 angle to grain formula, Building designer should verify capacity of bearing surface. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except Qt=lb) 3yig� �� a B=144,Q=220. Q� SIC/$riili4� 4 June 14,2019 AL WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MY-7473 rev.1010312015 BEFORE USE, .*� Design valid for use only with MiTek&connectors.This design is based only upon parameters shown,and is for an individual building component,not VI.a a truss system.Before use,the building designer must verify the applicability or design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,21B M Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3,37 Job Truss ' yPe Qly Ply `�AC 3905172nd St NE-Arlington-WA 125191iD43 U1351271 AbnopilCh 3 1 Job Reference o Honall Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:00:52 2019 Page 1 I D:rCTmK6iuyDTt_yZuzrFbeDzl USd-cFwYto6H_I V91 OXY2uZjg i 14uKRk64zcNHZEBTz7KoP 6.9.14 12.10-4 , 20-2-4 25.1.6 27-0-12 r 6.9-14 6-0-6 7-4-0 4-1114 i 4.12 12 G-Scale=1:49.8 F 4x4 j 4x6 E � O D 3x4 '/ / VI. r J i= Q / ••\ m 1,sxa i R A r m K J I P Q H 3x6 3x4 = 3x5 = 4x4 = 3x6 = 8-10-0 18 113 6 251-6 e 104 8-0 8 63-0 Plate Offsets(X�Y}-__[CA0-1-12�d-1-8�,L,0-3.0LEdga [Eb_1-12�0 2 Oj,.j1.0-2-0.071-1 ,.[K-0-1-12&1A LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0.32 H-I >949 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.92 Vert(CT) -0.47 H-I >642 180 TCDL 13.0 Rep Stress Incr YES WB 0.83 Horz(CT) 0,06 H n/a n/a _ BCLL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:105 lb FT=20% f3CDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-5 oc purlins, A-D:2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. A-J:2x4 SPF 2100F 1.8E WEBS 1 Row at midpt F-H,E-H WEBS 2x3 SPF No.2*Except* F-H,E-H:2x4 SPF No.2 REACTIONS. (lb/size) H=1364/0-3-8,A=1192/0-5-8 Max Harz A=265(LC 10) Max Uplift H=-219(LC 10),A=-84(LC 10) Max Grav H=1667(LC 3),A=1262(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-2931/266,B-C=-2640/214,C-E=-1417/81,F-H=-481/162 BOT CHORD A-K=-498/2742,I-K=-331/1854,H-1=-143/790 WEBS B-K=-522/174,C-K=-73/866,C-1=-910/227,E-1=-88/1123,E-H=-1360/254 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. [a v Ci•�k�,� 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide WA fit between the bottom chord and any other members,with BCDL=10.Opsf. (lx 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)A except Qt=lb) y` o H=219. 39586-� ()1dAL�'��`� June 14,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek@ connectors.This design is based only upon parameters shown,and is for an individual building component,not Iff . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M[Tek is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the I<iR fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII quality Criteria,DS8-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss iss Type flly Ply A-PAC-3905 172nd St NE-Arlington-WA LI1351272 25191 'D43A Mortopilch 3 1 Job Reference(- ona!) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:00:53 2019 Pop 1 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-4 RUw4 89vlcdOwY61cb4 yDwl F3ko6rXblcxJokwx7KoO 6-9-14 12-10-4 19-4-4 2_$_1-8 _2_7.0.12 6-9.14 6-0-6 6-6-0 5-9-4 ( 1-11-4 1 4.12 12 ,.C-'t Scales1:50.4 44 4x6 Q E D ' ' \ 3x4 1,5x4 B \� rn - / a 4x6 - �d � 7 K J I R 3 H 3x6 = 3x4 = 3x5 = 4x4 = 45 = 8-10-0 16-10-8 25-1-8 8.10-0 040 8-3-0 PlateOlisels(X,Y _jC;0-1-12�0•i-B,,LD:O3-0;Edge],.[E0-1-120-Z-_0 F_0-3.4,0�-0J,.[H-0-1-12,0-1-12],j1:0-1-12A-1-121,1tx91_2a1-Bj LOADING (psf) SPACING- 2-0-0 I CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.72 Vert(LL) -0.23 H-1 >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.85 Vert(CT) -0.41 K-O >728 180 TCDL 13.0 Rep Stress Incr YES WB 0.80 Horz(CT) 0.05 P n/a n/a BCLL 10.0 * Code IBC2015/TP12014 Matrix-MS Weight:117 lb FT=20% DCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-3-13 oc pudins, A-D:2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. A-J:2x4 SPF 210OF 1.8E WEBS 1 Row at midpt E-H,F-P WEBS 2x3 SPF No.2*Except* F-H,E-H:2x4 SPF No.2 OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) A=1192/0-5-8,P=1355/0-3-8 Max Horz A=265(LC 10) Max Uplift A=-84(LC 10),P=-221(LC 10) Max Grav A=1262(LC 3),P=1643(LC 21) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-2936/268,B-C=-2643/214,C-E=-1413/82,H-L=-155/1185,F-L=-155/1185 BOT CHORD A-t(--499/2747,1-I(--929/1044,11-1--1D0/914 WEBS B-K=-531/178,C-K=-75/882,C-1=-883/216,E-1=-80/1043,E-H=-1315/238, F-P=-1646/340 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. C NVA F� 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. U �� 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=1 O.Opsf. 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8)Bearing at joint(s)P considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)A except Qt=lb) �9586 �r P=221. Gib.,k�GISTCR�� Nn1, June 14,2019 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. �� Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not LE C a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing iTe i is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI1TPI1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,1_3Z 3G7 WobTruss Type City I'Plyr Pillll 96�`172nd St NE-Arlington-WA 125191 D44 IGABLE 1 1 I U1351273 11 Job Reference tionai Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:00:55 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzl USd-OgcgVq B9H Dtk9sF7jO6Q I LNaoXXQJaM23Fovooz7KoM 1-10 25-1.8 274-12 1-10-8 25-1-8 1-11r1 4.12 12 3x4 1 O Scale=1:52.9 2x4 11 4x6 %2x4 11 M -� L j K AB J , 5x10 MT18HS 4 l H G F � I ! E I � `° AA CS 5x16 = AA Z Y X W V U T S R Q P 4x5 = 3x4 II zs1-a 25-1-8 _ Plate Offsets,(kY- (Bt038`Edge],.jG:01r0,a3-0),_(K 0 3-0� dpeJ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.1 13. 5 TC 0.77 Vert(LL) 0.00 N n/r 120 MT20 197/144 (Roof Snow=2 Lumber DOL 1.15 BC 0.67 Vert(CT) 0.00 N n/r 120 MT18HS 197/144 BCDL 13.0 Rep Stress Incr YES WB 0.21 Horz(CT) -0.13 P n/a n/a BCDL 10.0 9 BCDL 10.0 Code IBC2015/TP12014 Matrix-S Weight 132 lb FT=20% � LUMBER- BRACING- TOP CHORD 2x6 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-4-15 oc purlins, A-G:2x4 SPF 21 OOF 1.8E,G-K:2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 2-7-6 oc bracing. B-V:2x4 SPF 210OF 1.8E WEBS 1 Row at midpt N-P WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 WEDGE Left:2x4 SP No.3 REACTIONS. All bearings 25-1-8. (lb)- Max Horz B=303(LC 11) Max Uplift All uplift 100 Ib or less at joint(s)Q,R,S,T.U,W,X,Y,Z,AA except P=-144(LC 40),B=-2733(LC 37) Max Grav All reactions 250 lb or less at joint(s)Q,T,U,W,X,Y,Z except P=477(LC 21),B=2862(LC 56).R=275(LC 21),S=290(LC 29),AA=504(LC 29) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-8544/8342,C-D=-6796/6634,D-E=-6060/5921,E-F=-5448/5321,F-G=-4762/4650, G-H=-4011/3906,H-1=-3407/3325,I-J=-2731/2665,J-L=-2030/1979,L-M=-1376/1332, M-N=-701/680,N-P=-464/202 BOT CHORD B-AA=-7791/7800,Z-AA=-6231/6211,Y-Z=-5549/5529,X-Y=-4991/4971,W-X=14371/4351, U-W=-3751/3733,T-U=-3131/3113,S-T=-2511/2493,R-S=-1891/1873,Q-R=-1271/1253, P-Q=-651/633 WEBS C-AA=-342/154 NOTES- ti GAk�.� 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry ? O Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 1 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other loads.ive 6)All planes are MT20 plateslunless otherwise indicated. of O�Lt 39586 l ��, 7)All plates are 1.5x4 MT20 unless otherwise indicated. SS/U�rn� tiV 8)Gable requires continuous bottom chord bearing. 9)Gable studs spaced at 2-0-0 oc. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev,10/03/2015 BEFORE USE. ~ Design valid for use only with MiTek@ connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �1' building design.Bracing indicated is to prevent buckling or individual truss web and/or chord members only.Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPl1 Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 !Job fuss r ;Type Qty Ply PAC-3905 172nd St NE-Arlington-WA 111 351 27 3 I2519i 044 (GABLE 1 1 Job Reference(0.9 onel) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:00:56 2019 Page 2 IO:rCTmICESfuypTlyZuzrFbeDzlUSd-UOA2iABo2X?bnOgKHkdtrYwlYxtf21 cCIvXSKEz7KoL NOTES- 11)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 12)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 13) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)Q,R.S,T,U.W,X,Y,Z,AA except jt=lb)P=144, B=2733. 14)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 25-1-8 for 310.0 plf. i ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate[his design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quallty Criteria,DSB-89 and BCS1 Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,1-3Z 3G7 IJob Thas Type City liply AC-M 172nd St NE-Arlington-WA U1351274 25191 045 Monopitch 9 1 .Job Reference{optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 0.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:00:56 2019 Page 1 I D:rCTm K6iuyDTtyZuzrFbeDzl USd-UOA2iABo2X?bnOgKHkd frYwsFxxO21 ZC IvXSKEz7KoL 6-5-9 12-1k2 14-10-6 6-5-9 - 6-5-9 1-11-4 Scale=1:49.7 4.12 12 C �i2X4 H 3x4 i 4x4 / II Co I . G F 1.5x4 11 3x4 = 3x4 = 8.5 9 12.11.2 6-5-9 6-5-9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.07 E-F >999 240 MT20 197/144 (Roof Snow=2 BCDL 13.3.0 Lumber DOL 1.15 BC 0.43 Vert(CT) -0.11 E-F >999 180 Rep Stress Incr YES WB 0.21 Horz(CT) 0.00 E n/a n/a BCDL 10.0 BCDL 10.0 Code IBC2015ITP12014 Matrix-MS Weight:76 lb FT=20 - LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. C-E,B-E:2x4 SPF No.2 WEBS 1 Row at midpt C-E,B-E REACTIONS. (lb/size) G=595/Mechanical,E=780/0-5-8 Max Horz G=172(LC 11) Max Uplift E=-175(LC 14) Max Grav G=648(LC 3),E=911(LC 21) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-B=471/18,C-E=496/195,A-G=-562/31 BOT CHORD E-F=-151/408 WEBS B-E=-570/215,A-F=0/475 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. CiAJZ(. 8)Refer to girder(s)for truss to truss connections. 9 Provide mechanical connection b others of truss to bearing late capable of withstanding 100 lb uplift at'oint s except t-Ib (0 n 5777 . ( Y ) 9P P 9 P 1 O P G- ) � 1 E=175. G� cq !- rrsTttt' i June 14,2019 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability or design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Streel,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss Type IQty iPly PAC-3905 172nd St NE-Arlington-WA U1351275 25191 D46 Flat Girder 1 _ Job Reference(optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:00:56 2019 Page 1 ID:rCTml(GiuyDTtyZuzrFbeDzIUSd-RPI Ip7sD2ZOFJOJ_iO9g7wz^511brWsDUIDOZr 7z71(oJ 4-5-3 8-8-10 13-0-0 17-5-4 4-5-3 4- B 4-3-8 4-M Scale=1:29.9 4x4 = 2x4 II 4x4 = 10x12 = A 6x8 = B C D E L �. In K L I M H N O P O G 10x12 = F J 10x12 = 7x8 = 5x6 4x5 11 TWO USP SBP4 BRACKETS REQ'D AT SUPPORT. INSTALL AS PER USP SPECIFICATIONS. 4-5-3 8-8-10 13-0-0 17-5-4 43-3 4-3.8 —� 4-3.6 _ I 415" r _Plate Ofisets,(M)-_ [A;0-24,0-2-01,JB:0-1-12.0-1-121.(D:0-1-12,0-1-12j.[F:0-2-8.0-2-8],[G:0.3-8.0-5.0],[1-1:0.4-0,0 4-8j,. (I:0-3-8.0-5.01 LOADING (psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.70 Vert(LL) -0.10 G-H >999 240 MT20 197/144 TCDL 13.0 Lumber DOL 1.15 BC 0.49 Vert(CT) -0.19 G-H >999 180 BOLL 10.0 Rep Stress Incr NO WB 0.52 Horz(CT) 0.03 F n/a n/a BCDL 10.0 Code IBC20151TPI2014 Matrix-MS Weight:214 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins(4-8-3 max.):A-E, except end verticals. BOT CHORD 2x6 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2*Except* A-1,B-H,D-H,E-G:2x4 SPF 210OF 1.8E REACTIONS. (lb/size) J=8987/0-3-8,F=8838/Mechanical Max Horz J=-81(LC 10) Max Uplift F=-331(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-J=-7557/0,A-B=-7377/0,B-C=-9574/0,C-D=-9574/0,D-E=-7420/0,E-F=-7584/384 BOT CHORD H-1=0/7377,G-H=0/7420 WEBS A-1=0/9929,B-1=-4010/0,B-H=0/2994,C-H=-1733/0,D-H=0/2938,D-G=-3973/0, E-G=0/9977 NOTCS- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-7-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;VuIt=11 Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1,33 plate grip DOL=1.33 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 5)Provide adequate drainage to prevent water ponding. A�7 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. �` L 8)WARNING:Required bearing size atjoint(s)J greater than input bearing size. 9)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 10) Refer to girder(s)for truss to truss connections. 11) Bearing at joint(s)J considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify i9S�6 capacity of bearing surface. �j,. k<`C/ liR�'Q 12) Provide metal plate or equivalent at bearing(s)F to support reaction shown. �s ST 13) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except Qt=lb) S/nN AL YN F=331. 14) Load case(s)1,2,3,8,9,10,11,12,13,14,15,16,17,18,19,20,21,22,23,28,29,30,31.32,33,34,35,36,37,38,39,40,41 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. Julie 14,2019 i re resentaGon does not deoict the size or the orientation of the ourlin allono the too and/or bottom chord. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE. ME Design valid for use only with MiTek@)connectors.This design is based only upon parameters shown,and is for an individual building component,nota truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overallbuilding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing 1is always required for stability and to prevent collapse with possible personal injury and property damage_For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Inslitule,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss ype Qly iP-iy ✓ yw-3905 172nd St NE-Arlington-WA 25191 D46 (Flat Girder 1 1 U1351275 2 Job Reference !tonal Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:00:58 2019 Page 2 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-RPHp7sD2Z8FJOJ_iOgg7wz?51lbrWsBUIDOZP7z7KoJ NOTES- 16) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1800 lb up at 17-3-8 on top chord,and 622 lb down at 0-7-4,555 lb down and 95 lb up at 0-7-4.613 lb down at 2-7-4.547 lb down and 101 lb up at 2-7-4,613 lb down at 4-7-4,547 lb down and 101 lb up at 4-7-4,613 lb down at 6-7-4, 547 lb down and 101 lb up at 6-7-4,613 lb down at 8-74,547 lb down and 101 lb up at 8-7-4,613 lb down at 10-7-4.547 lb down and 101 lb up at 10-74,613 lb down at 12-74,547 lb down and 101 lb up at 12-74.613 lb down at 14-7-4,547 lb down and 101 lb up at 14-7-4,and 618 lb down at 16-74,and 551 lb down and 98 lb up at 16-7-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-E=-426,F-J=-20 Concentrated Loads(lb) Vert:I=-1 129(F=-582,B=-547)H=-1129(F=-582,B=-547)K=-1140(F=-588,B=-552)L=-1 129(F=-582,B=-547)M=-1129(F=-582,B=-547)N=-1129(F=-582,B=-547) 0=-1129(F=-582,B=-547)P=-1129(F=-582,B=-547)Q=-1135(F=-585,B=-550) 2)Dead+0.75 Snow(balanced)+0.75 Uninhab,Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-E=-370,F-J=-35 Concentrated Loads(Ib) Vert:1=-1158(F=-613,B=-545)H=-1158(F=-613,B=-545)E=1350 K=-1177(F=-622,B=-555)L=-1158(F=-613,B=-545)M=-1158(F=-613,B=-545)N=-1158(F=-613, B=-545)0=-1158(F=-613,B=-545)P=-1158(F=-613,B=-545)Q=-1169(F=-618,B=-551) 3)Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:A-E=-201,F-J=-40 Concentrated Loads(lb) Vert:1=-721(F=-374,B=-347)H=-721(F=-374,B=-347)K=-743(F=-385,B=-358)L=-721(F=-374,B=-347)M=-721(F=-374,B=-347)N=-721(F=-374,B=-347) 0=-721(F=-374,B=-347)P=-721(F=-374,B=-347)Q=-733(F=-380,B=-353) 8)Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-E=-154,F-J=-10 Horz:A-J=12 Concentrated Loads(lb) Vert:1=-15(F=-105,3=91)H=-15(F=-105,B=91)E=1800 K=-20(F=-108,B=88)L=-15(F=-105,B=91)M=-15(F=-105,B=91)N=-15(F=-105, 3=91)0=-15(F=-105, B=91)P=-15(F=-105,13=91)Q=-18(F=-107,13=89) 9)Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-E=-154,F-J=-10 Horz:A-J=-15 Concentrated Loads(lb) Vert:1=-15(F==-105,13=91)H=-15(F=-105,13=91)E=1800 K=-20(F=-108,13=88)L=-15(F=-105,B=91)M=-15(F=-105,B=91)N=-15(F=-105,13=91)0=-15(F=-105, B=91)P=-15(F=-105,13=91)Q=-18(F=-107,3=89) 10) Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-E=-180,F-J=-20 Horz:A-J=20 Concentrated Loads(lb) Vert:1=5(F=-95, 3=101)H=5(F=-95,13=101)E=1800 K=-5(F=-101,13=95)L=5(F=-95,B=101)M=5(F=-95,B=101)N=5(F=-95,13=101)0=5(F=-95,13=101) P=5(F=-95, 3=101)Q=-1(F=-98, 3=98) 11) Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.33,Plate Increase=1,33 Uniform Loads(plf) Vert:A-E=-180,F-J=-20 Horz:A-J=-7 Concentrated Loads(Ib) Vert:1=5(F=-95,B=101)H=5(F=-95,13=101)E=1800 K=-5(F=-101,B=95)L=5(F=-95,13=101)M=5(F=-95,13=101) N=5(F=-95,13=101)0=5(F=-95, 3=101)P=5(F=-95,B=101)Q=-1(F=-98,13=98) 12) Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-E=-154,F-J=-10 Horz:A-J=10 Concentrated Loads(lb) Vert:1=-15(F=-105,13=91)H=-15(F=-105,13=91)E=1800 K=-20(F=-108,B=88)L=-15(F=-105,13=91)M=-15(F=-105,13=91) N=-15(F=-105,13=91)0=-15(F=-105,B=91)P=-15(F=-105,13=91)Q=-18(F=-107,13=89) 13) Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-E=-154,F-J=-10 Horz:A-J=-14 Concentrated Loads(Ib) Vert:1=-15(F=-105,B=91)H=-15(F=-105,13=91)E=1800 K=-20(F=-108,13=88)L=-15(F=-105, 3=91)M=-15(F=-105,13=91) N=-15(F=-105,B=91)0=-15(F=-105,13=91)P=-15(F=-105,B=91)Q=-18(F=-107,13=89) 14) Dead+0.6 MWFRS Wind(Pos,Internal)3rd Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-E=-154,F-J=-10 Horz:A-J=10 Concentrated Loads(lb) Vert:1=-15(F=-105,B=91)H=-15(F=-105,B=91)E=1800 K=-20(F=-108,13=88)L=-15(F=-105.B=91)M=-15(F=-105,B=91) N=-15(F=-105,13=91)0=-15(F=-105,B=91)P=-15(F=-105,13=91)Q=-18(F=-107,B=89) 15) Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1,33,Plate Increase=1.33 _Continued on nano 3 AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling or individual truss web and/or chord members only.Additional temporary and permanent bracing I�e�' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1YI 1Y,1, fabriMion,storage,dojivery,erBObfla and bracing of trusses and buts systems,see ANSYMI Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Smillay Information avmlable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314, Bradford,ON,L3Z 3G7 Job Truss ss Type MY 'Ply A-PAC-3905 172nd St NE-Arlington-WA LU1351275 26101 D46 Flat Girder 1 _ 2 ,Job Reference(o-ptbnal) Alliance Truss (CA), Abbotsford,BC-V2S 7136, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:00:58 2019 Page 3 ID:rCTm K6iuyDTtyZuzrFbeDzl USd-RPH p7sD2Z8 FJOJ_i09g7wz?51 IbrW sBU I DOZP7z7KoJ LOAD CASE(S) Standard Uniform Loads(plf) Vort:A-E-154,F J--10 Horz:A-J=-14 Concentrated Loads(lb) Vert:1=-15(F=-105,B=91)H=-15(F=-105,13=91)E=1800 K=-20(F=-108,B=88)L=-15(F=-105,13=91)M=-15(F=-105,13=91)N=-15(F=-105,B=91)0=-15(F=-105, B=91)P=-15(F=-105,13=91)Q=-18(F=-107,13=89) 16)Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-E=-180,F-J=-20 Horz:A-J=18 Concentrated Loads(Ib) Vert:1=5(F=-95,13=101)H=5(F=-95,13=101)E=1800 K=-5(F=-101,B=95)L=5(F=-95,B=101)M=5(F=-95,B=101)N=5(F=-95,13=101)0=5(F=-95,B=101) P=5(F=-95,13=101)Q=-1(F=-98,13=98) 17) Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-E=-180,F-J=-20 Horz:A-J=-6 Concentrated Loads(lb) Vert:1=5(F=-95,8=101)H=5(F=-95,B=101)E=1800 K=-5(F=-101,B=95)L=5(F=-95,B=101)M5(F=-95,B-101)N-5(1`=-95,13=101)0=5(F=-95,13=101) P=5(F=-95,B=101)Q=-1(F=-98,B=98) 18) Dead+Uninhabitable Attic Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:A-E=-201,F-J=-40 Concentrated Loads(lb) Vert:1=-760(F=413,B=-347)H=-760(F=413,B=-347)K=-782(F=424,B=-358)L=-760(F=-413,B=-347)M=-760(F=-413,B=-347)N=-760(F=-413,B=-347) 0=-760(F=-413,B=-347)P=-760(F=-413,B=-347)Q=-772(F=-419,B=-353) 19) Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-E=-354,F-J=-35 Horz:A-J=15 Concentrated Loads(lb) Vert:1=-42(F=-95,B=54)H=-42(F=-95,13=54)E=1350 K=-52(F=-101,B=48)L=-42(F=-95,13=54)M=-42(F=-95,B=54)N=-42(F=-95,B=54)0=-42(F=-95,13=54) P=-42(F=-95,13=54)Q=-48(F=-98,13=50) 20) Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-E=-354,F-J=-35 Horz:A-J=-5 Concentrated Loads(Ib) Vert:1=-42(F=-95,13=54)H=-42(F=-95,13=54)E=1350 K=-52(F=-101,B=48)L=-42(F=-95,B=54)M=-42(F=-95,13=54)N=-42(F=-95,B=54)0=-42(F=-95,B=54) P=-42(F=-95,B=54)Q=-48(F=-98,B=50) 21) Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)1 st Parallel):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-E=-354,F-J=-35 Horz:A-J=14 Concentrated Loads(lb) Vert:1=-42(F=-95,B=54)H=-42(F=-95,B=54)E=1350 K=-52(F=-101,B=48)L=-42(F=-95,B=54)M=-42(F=-95,13=54)N=-42(F=-95,B=54)0=-42(F=-95,13=54) P=-42(F=-95,B=54)Q=-48(F=-98,13=50) 22) Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads(pit) Vert:A-E=-354,F-J=-35 Horz:A-J=-4 CUIIUellh died LUdl1S(ID) Vert:1=-42(F=-95,B=54)H=-42(F=-95,13=54)E=1350 K=-52(F=-101,B=48)L=-42(F=-95,B=54)M=-42(F=-95,B=54) N=-42(F=-95,13=54)0=-42(F=-95,B=54)P=-42(F=-95,B=54)Q=-48(F=-98,B=50) 23) Dead+Minimum Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-E=416,F-J=-20 Concentrated Loads(Ib) Vert:1=-1129(F=-582,B=-547)H=-1129(F=-582,B=-547)K=-1140(F=-588,B=-552)L=-1129(F=-582,B=-547) M=-1129(F=-582,B=-547)N=-1 1 29(F=-582,B=-547)0=-1129(F=-582,B=-547)P=-1129(F=-582,B=-547) Q=-1135(F=-585,B=-550) 28) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-E=-154,F-J=-10 Horz:A-J=12 Concentrated Loads(lb) Vert:1=491(F=-265,B=-227)H=-491(F=-265,B=-227)E=1800 K=-496(F=-267,B=-229)L=491(F=-265,B=-227) M=-491(F=-265,B=-227)N=-491(F=-265,8=-227)0=491(F=-265,B=-227)P=491(F=-265,B=-227)Q=-494(F=-266, B=-228) 29) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-E=-154,F-J=-10 Horz:A-J=-15 ontinued on Dalian 4 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not C a truss system,Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the T Mi le k, fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3,37 Job Truss ype 1CAy 7 AC-3905172nd St NE-Arlington-WA U1351275 25191 D46 Flat Girder 1 2 ,Job Reference Donal Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:00:58 2019 Page 4 ID:rCTmK6iuyDTtyZuzrFbeDzl USd-RPH p7sD2ZBFJOJ_i09g7wz?51 IbrW sBUI DOZP7z7KoJ LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:1=-491(F=-265,B=-227)H=-491(F=-265,B=-227)E=1800 K=-496(F=-267,B=-229)L=-491(F=-265,B=-227)M=-491(F=-265,B=-227)N=-491(F=-265, B=-227)0=491(F=-265,B=-227)P=491(F=-265,B=-227)Q=-494(F=-266,B=-228) 30) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-E=-180,F-J=-20 Horz:A-J=20 Concentrated Loads(Ib) Vert:1=-471(F=-255,B=-217)H=-471(F=-255,B=-217)E=1800 K=-482(F=-260,B=-222)L=471(F=-255,B=-217)M=-471(F=-255,B=-217)N=471(F=-255, B=-217)0=471(F=-255,B=-217)P=-471(F=-255,B=-217)Q=-477(F=-258,B=-220) 31) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-E=-180,F-J=-20 Horz:A-J=-7 Concentrated Loads(Ib) Vert:1=471(F=-255,B=-217)H=471(F=-255,B=-217)E=1800 K=-482(F=-260,B=-222)L=471(F=-255,B=-217)M=-471(F=-255,B=-217)N=471(F=-255, B=-217)0=-471(F=-255,B=-217)P=-471(F=-255,B=-217)Q=-477(F=-258,B=-220) 32) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-E=-154,F-J=-10 Horz:A-J=10 Concentrated Loads(Ib) Vert:1=-491(F=-265,B=-227)H=-491(F=-265,B=-227)E=1800 K=-496(F=-267,B=-229)L=-491(F=-265,B=-227)M=-491(F=-265,B=-227)N=491(F=-265, B=-227)0=491(F=-265,B=-227)P=-491(F=-265,B=-227)Q=-494(F=-266,B=-228) 33) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1,33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-E=-154,F-J=-10 Horz:A-J=-14 Concentrated Loads(Ib) Vert:1=-491(F=-265,B=-227)H=-491(F=-265,B=-227)E=1800 K=-496(F=-267,B=-229)L=491(F=-265,B=-227)M=-491(F=-265,B=-227)N=491(F=-265, B=-227)0=491(F=-265,B=-227)P=-491(F=-265,B=-227)Q=-494(F=-266,B=-228) 34) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-E=-154,F-J=-10 _ Horz:A-J=10 Concentrated Loads(lb) Vert:1=-491(F=-265,B=-227)H=-491(F=-265,B=-227)E=1800 K=-496(F=-267,B=-229)L=-491(F=-265,B=-227)M=-491(F=-265,B=-227)N=491(F=-265, B=-227)0=491(F=-265,B=-227)P=-491(F=-265,B=-227)Q=-494(F=-266,B=-228) 35) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)41h Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-E=-154,F-J=-10 Horz:A-J=-14 Concentrated Loads(lb) Vert:1=-491(F=-265,B=-227)H=-491(F=-265,B=-227)E=1800 K=-496(F=-267,B=-229)L=491(F=-265,B=-227)M=-491(F=-265,B=-227)N=491(F=-265, B=-227)0=-491(F=-265,B=-227)P=-491(F=-265,B=-227)Q=-494(F=-266,B=-228) 36) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)1 st Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-E=-180,F-J=-20 Horz:A-J=18 Concentrated Loads(lb) Vert:1=-471(F=-255,B=-217)H=-471(F=-255,B=-217)E=1800 K=-482(F=-260,B=-222)L=-471(F=-255,B=-217) M=-471(F=-255,B=-217)N=-471(F=-255,B=-217)0=471(F=-255,B=-217)P=471(F=-255,B=-217)Q=-477(F=-258, B=-220) 37)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-E=-180,F-J=-20 Horz:A-J=-6 Concentrated Loads(lb) Vert:1=-471(F=-255,B=-217)H=-471(F=-255,B=-217)E=1800 K=-482(F=-260,B=-222)L=-471(F=-255,B=-217) M=-471(F=-255,B=-217)N=-471(F=-255,B=-217)0=-471(F=-255,B=-217)P=-471(F=-255,B=-217)Q=-477(F=-258, B=-220) 38) Reversal:Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads(plf) Vert:A-E=-354,F-J=-35 Horz:A-J=15 Concentrated Loads(Ib) Vert:1=-950(F=-509,B=-441)H=-950(F=-509,B=-441)E=1350 K=-969(F=-519,B=-450)L=-950(F=-509,B=-441) M=-950(F=-509,B=-441)N=-950(F=-509,B=-441)0=-950(F=-509,B=-441)P=-950(F=-509,B=-441)Q=-961(F=-515, B=-446) 39)Reversal:Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.33 ,Plate Increase=1.33 Uniform Loads(plf) Vert:A-E=-354,F-J=-35 Horz:A-J=-5 A WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE Ml1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek@ connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Streel,Suite 312,Alexandria,VA 22314. Bradford,ON,1-3Z 3G7 Job ruse ss Type Qty IPly 4-PAC-3905 172nd St NE-Arlington-WA 5191 [)46 Flat Girder 1 1 U1351275 2 Lob Reference(optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6,. 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:00:58 2019 Page 5 I D:rCTmK6iuyDTtyZuzrFbeDzl U Sd-RPHp7sD2Z8 FJOJ_i09g7wz751 IbrW sBUIDOZP7z7KoJ LOAD CASE(S) Standard Concentrated Loads(lb) Vert:1=-950(F=-509,B=-441)H=-950(F=-509,B=-441)E=1350 K=-969(F=-519,B=-450)L=-950(F=-509,B=-441)M=-950(F=-509,13=441)N=-950(F=-509, B=-441)0=-950(F=-509,B=-441)P=-950(F=-509,13=441)Q=-961(F=-515,13=446) 40)Reversal:Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0,75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-E=-354,F-J=-35 Horz:A-J=14 Concentrated Loads(lb) Vert:1=-950(F=-509,B=441)H=-950(F=-509,B=-441)E=1350 K=-969(F=-519,13=450)L=-950(F=-509,B=-441)M=-950(F=-509,13=441)N=-950(F=-509, 13=441)0=-950(F=-509,B=-441)P=-950(F=-509,13=441)Q=-961(F=-515,B=-446) 41) Reversal:Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-E=-354,F-J=-35 Horz:A-J=-4 Concentrated Loads(lb) Vert:1=-950(F=-509,B=-441)H=-950(F=-509,13=441)E=1350 K=-969(F=-519,B=-450)L=-950(F=-509,B=-441)M=-950(F=-509,13=441)N=-950(F=-509, B=-441)0=-950(F=-509,B=-441)P=-950(F=-509,B=-441)Q=-961(F=-515,B=446) AWARNING-Varlly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. Design valid For use only with MiTek@)connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall qi l building design- Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 7' e k' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11rPl1 Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 40b Truss )' ype Oty Ply �AC-3905 172nd St NE-Arlington-WA U1351276 25191 D47 Roof Special 2 1 IJob Reference(optional) A1118noe Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. TUB Jun 11 14:00:59 2D19 Page i I D:rCTmK6iuyDTtyZuzrFbeDzl USd-vbrBLCEg KSN9eTZuysB MSBYFa8thFJLe_tm6xZz7 Kol ti a2Z-1-i2 18-5-5 24-10-12 30-9-0 5-0-2 1 7-1-10 ° 639 '6-5.7 5-10J Scale=1:54.5 4x5 11 D 4.12 I12 \ 6x8 = 3x4 P C �/�� I 1 4x4 II `` J-/ 4x4 4B 'J� M L K J I H G 3x4 II 5x8 = 4x4 = 4x5 4x8 = 3x4 = 1.5x4 II 1 5`10.2 12-1-12 18-5-5 24-10-12 - 30-9-0 -a10- 6-3.9 6-3-9 8.54 5-10-4 Plate Oftels.(X,Y} (Aso-4 d a� 2$1•I6 0�3$a0'2�,.,[D_o-3 o,Ed00[E Q-2 0,a1-12],_[F:o+a, - 2a.lc:oa a3-t2 0-141 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.78 Vert(LL) -0.31 K-L >960 240 MT20 1971144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.71 Vert(CT) -0.53 K-L >555 180 BCDL 13.0 Rep Stress Incr YES WB 0.53 Horz(CT) 0.06 H n/a Fla BCDL 10.0 Code IBC2015/TP12014 BCDL 10.0 I Matrix-MS Weight:122 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2`Except" TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, B-D:2x4 SPF 210OF 1.8E except end verticals,and 2-0-0 oc purlins(2-6-3 max.):A-N,A-B. BOT CHORD 2x4 SPF No.2"Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: J-M:2x4 SPF 2100F 1.8E 6-0-0 oc bracing:H-1. WEBS 2x3 SPF No.2*Except* WEBS 1 Row at midpt B-K,C-1 M-N:2x6 SPF No.2,A-L:2x4 SPF 210OF 1.8E B-K,C-I,F-G:2x4 SPF No.2 REACTIONS. (lb/size) M=1121/0-5-8,H=1795/0-5-8 Max Horz M=115(LC 14) Max Uplift M=-127(LC 10),H=-231(LC 11) Max Grav M=1238(LC 33),H=1842(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-M=-1152/156,A-B=4229/557,B-C=-2764/287,C-D=-1228/133,D-E=-1132/137, E-F=-164/424 BOT CHORD L-M=-254/286,K-L=-584/4316,I-K=-250/2537,H-1=-331/174 WEBS A-L=-425/4223,B-L=-1009/179,B-K=-1823/348,C-K=0/583,C-1=-1745/263,D-1=-4/349, E-1=-215/1420,E-H=-1546/363,F-H=-400/216 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. N'4 GARC. 4)Provide adequate drainage to prevent water ponding. S 4 WAS/ 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. O� N 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. ` •Oy 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. �= 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except Qt=lb) M=127,H=231. 9)Graphical purfin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. - J/�, r�CISTL��� V. June 14,2019 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTek@)connectors-This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 qualify Criteria,DSB-89 and SCSI Building Component 100 Industrial Road ' Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,1_3Z 3G7 Job Truss 7-Type aty {Ply 4-PAC-3905 172nd St NE-Arlington-WA I U1351277 25191 I11347A I1110d Special 3 1 1 _ I 1 Job Reference qp ionel) Alliance Truss (CA). Abb0lalOrd.BC-V2S 7136. 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:01:01 2019 Page 1 ID:rCTmK6iuyDTtyZLlzrFbeDzIL ISd-r_zxltFws3dttnjH4HDgYcdoPy74j8YxSRFDf1R77Kn(; 5-0-2 12-1-12 18-5-5 24-10-12 30=9-0 5-0-2 7-1-10 I 6-3-9 6-5-7 5-10-4 Scale=1:57.2 4x5 = 4.12 12 D 5x16 _ 3x10 = 3x10 = 7x8 = 3x4 R � `\ ES eb \ 5x6 o B =- ; = Flo I G N M L K J I H G 3x4 II 6x8 = 4x4 = 3x5 = 413 = 3x4 = 2x4 II 3x4 11 6-0.2 5.10 12-1-12 18-5-5 24-10-12 30-9-0 602 110, 630 630 667 6104 Plate Offsets(X.Y)-- -IA:0-4-6,0-341,,.A:o48 :o-3-9.o-2-4)�ro a2-s.o-2-a].-[E:o 3.4 a,_. -%IF:o-2-o,at-12)s LL:ai-6 0-1-121,-LM.04-0 n� 2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 25.0 13. Plate Grip DOL 1.15 TC 0.76 Vert(LL) -0.31 L-M >933 240 MT20 197/144 (Roof Snow=2 Lumber DOL 1.15 BC 0.71 Vert(CT) -0.53 L-M >543 180 BCLL 10.0 TCLL 3.0 Rep Stress Incr YES WB 1.00 I Horz(CT) 0.05 P n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:133 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 3-0-12 oc purlins, B-D:2x4 SPF 210OF 1,8E except end verticals,and 2-0-0 oc purlins(2-7-4 max.):A-O,A-B, BOT CHORD 2x4 SPF No.2*Except* E-P. Except: K-N:2x4 SPF 210OF 1.8E 6-0-0 oc bracing:H-1 WEBS 2x4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: N-O:2x6 SPF No.2,B-M,C-L,D-J,F-G,F-H:2x3 SPF No.2 6-0-0 oc bracing:I-J. OTHERS 2x6 SPF No.2 WEBS 1 Row at midpt B-L,C-J REACTIONS. (lb/size) N=1081/0-5-8,P=1824/0-5-8 Max Horz N=115(LC 14) Max Uplift N=-125(LC 10),P=-240(LC 11) Max Grav N=1204(LC 33).P=1860(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-N=-1113/146,A-B=-4087/520,B-C=-2644/252,C-D=-1114/121,D-E=-1013/132, E F-166/482,E P.m 1694/370 BOT CHORD M-N=-253/295,L-M=-546/4170,J-L=-245/2423,I-J=-434/216 WEBS A-M=-387/4059,B-M=-972/168,B-L=-1790/343,C-L=0/574,C-J=-1738/260,D-J=-33/290, E-J=-236/1433,F-H=-457/216 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat,II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-2-12 to 30-7-12 zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. ,�}(a` GAR(, 4)Provide adequate drainage to prevent water ponding. VA 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 17� 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. — 7 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. J 8)Bearing at joint(s)P considers parallel to grain value using ANSI(TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s)except Qt=lb) N=125,P=240. Q h'I_•^.,3958b 1,1�11 �v 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. f%h, STt June 14,2019 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 'Job rues ^Type ty Ply 'TAC-3905 172nd St NE-Arlington-WA I U1351278 25191 D48 Roof Special 2 1 Job Reference,(optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8,310 s May 22 2019 MiTek Industries,Inc.Tue Jun 11 14:01:02 2019 Page 1 I D:rCTmK6i uyDTt_yZuzrFbeDzl USd-JAXKzDGYdN IkVxlTd_k34pAmeMugSh n4gr_mYuz7KoF "-2 12-0-8 18-5-5 25-1-8 5-0-2 7.0-6 6-4-13 6-8-3 Scale=1:44.1 4x6 = D 4.12 12 IN 7x8 = 3x4 5 � �_�� 5x6 C -_ I 4x7 = M \ ' B L'�_-.; J I H G F 3x4 II 6x8 = 44 = 45 = 4x8 = 3x4 11 5-0-2 12-0-8 15-4-9 18 55 25-1.8 5-0-2 7411.8 3-4-1 3-0-12 6-8-3 Plate Offsets(X.Y)- (A:0.4-0-0-M,(1191:0-M.0-2■4],IDS-3-O,a2-8]F[E:0-3-0,0-1-1z1,[c:a2-B,a2.4J,_[i:at-8,a1.1zJ,-(J:a 40,0-2-4] _ LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 13. Plate Grip DOL 1.15 TC 0.79 Vert(LL) -0.31 W >947 240 MT20 197/144 (Roof Snow=2 Lumber DOL 1.15 BC 0,81 Vert(CT) -0.55 W >541 180 TCLL 3.0 Rep Stress Incr YES WB 0,49 Horz(CT) 0.07 F n/a n/a BCDL 10.0 BCLL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:104 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF 210OF 1.8E"Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. A-B:2x4 SPF No.2 except end verticals,and 2-0-0 oc purlins(2-4-6 max.):A-L,A-B. BOT CHORD 2x4 SPF No.2"Except' BOT CHORD Rigid ceiling directly applied or 9-1-8 oc bracing. H-K:2x4 SPF 210OF 1.8E WEBS 1 Row at midpt B-1,C-G WEBS 2x3 SPF No.2"Except" K-L:2x6 SPF No.2,A-J:2x4 SPF 2100F 1.8E B-I,E-F,C-G:2x4 SPF No.2 REACTIONS. (lb/size) K=1188/0-5-8,F=1188/0-5-8 Max Horz K=147(LC 14) Max Uplift K=-125(LC 10),F=-82(LC 10) Max Grav K=1290(LC 39),F=1238(LC 39) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-K=-1194/178,A-B=-4389/647,B-C=-2938/368,C-D=-1383/209,D-E=-1281/204, E-F=-1151/215 BOT CHORD J-K=-325/274,I-J=-738/4480,G-1=-380/2703 WEBS A-J=-51014383,B-J=-1052/200,B-1=-1827/363,C-1=0/582,D-G=0/430,E-G=-159/1306, C-G=-1755/265 NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cal.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3) Unbalanced snow loads have been considered for this design. JP14 GAR(- 4)Provide adequate drainage to prevent water ponding. < 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. l�� .AS`'!.i, 6)"This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. �` a 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)F except Ot=lb) K=125. 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ' ;) 80 �r NALt:kA June 14,2019 AQL WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTekO connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall /f f� building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mire i<, is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TP11 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss is Type Olty (IPfy \-PAC-3905 172nd St NE-Arlington-WA U1351279 25191 D49 Roof Special Girder 1 J�} Job Refererwa{opUonal,� Alliance Truss (CA), Abbotsford,BC-V2S 7136, &310 s May 22 2019 MITek Industries,Inc, Tue Jun 11 14:01,03 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzf USd-nN6iAZHBOgub64tgBiGld ljwlmBjB5aEvVkK4 Kz7KoE 0-13 5-10-2 6-11-10 12-1-1 18-" } 25-1-8 3-0-13-0-13 2-9-5 3-1-7 3-1-7 6-4-4 6-8-3 Scale=1:44.3 5x6 F 4.12[i2 5x10 '� 4x6 E 0.25 112 3x5 ��~ d D c / 6x10 = 4x8 6x8 A g, C 1 i rn ti 1 , ] P O N M K I �- 4x10 MT16HS 11 5x10 = 4x10 = 6x10 MT18HS = 1002 =6x10 MT18HS = 5x12 = 2x4 II 3x5 = 3�0-!$' 5-10-2 &11-10 12-1-1 1&56 25-1-8 3-0-13 2-9-G 3-1-7 3-1-7 0r14 0-8-3 Plate Offsets(X,Y)-- [A:0-3-12,0-2-4],[B:0-2-0,0-1-8],[C:04-0,0-4-0],[D:0-2-4,0-1-8],[E:0-5-0,0-2-0],[G:0-2-8,0-1-8],[H:0-2-4,0-1-4],[K:0-2-0,0-8-01,[N:0-3-0,0-1-12], [0:0-3-0,0-2-0] P:0-5-0 0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.86 Vert(LL) -0.27 M >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.96 Vert(CT) -0.53 M >564 180 MT18HS 197/144 TCDL 13.0 Rep Stress Incr NO WB 0.64 Horz(CT) 0.09 H n/a n/a BCLL 10.0 Code IBC2015ITP12014 Matrix-MS Weight:459 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc purlins, A-C:2x6 SPF 2100F 1.8E except end verticals. BOT CHORD 2x6 SPF 210OF 1.8E*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. J-L:2xl0 DF SS WEBS 2x4 SPF No.2*Except* A-P:2x6 SPF No.2,A-O,B-N,E-1:2x4 SPF 2100F 1.8E E-K:200 DF SS REACTIONS. (lb/size) P=8654/0-5-8,H=6147/0-5-8 Max Horz P=82(LC 43) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-P=-8149/0,A-B=-17015/0,B-C=-28840/0,C-D=-25976/0,D-E=-21785/0,E-F=-7262/0, F-G=-7291/0,G-H=-6092/0 BOT CHORD O-P-0/1302,N-0-0/10900,M-N-0/29534,K-M-0/24029,I-K-O/20304 WEBS A-0=0/17059,B-0=-6737/0,B-N=0/13146,C-N=-6524/0,C-M=-544010,D-M=0/2561, D-K=-5120/0,E-K=0/11286.E-1=-15435/0,F-1=0/4171,G-1=0/7631 NOTES- 1)3-ply truss to be connected togetherwith 10d(0.131"x3")nails as follows: Top chords connected as follows:2x6-2 rows staggered at 0-4-0 oc,2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc,200-4 rows staggered at 0-4-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc,Except member B-O 2x4-1 row at 0-7-0 oc,member N-C 2x4-1 row at 0-7-0 oc,2x10-5 rows staggered at 0-4-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to [a` GARC,,, ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. \VAS 3)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right � a 'j� exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1,33 plate grip DOL=1.33 .� 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 5)Unbalanced snow loads have been considered for this design. 6)Provide adequate drainage to prevent water ponding. 7)All plates are MT20 plates unless otherwise indicated. 39586 . 8)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �j. S'i'li�' will fit between the bottom chord and any other members,with BCDL=10.0psf. S•S/Ofir AL1;r 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Load case(s)1,2,3,4,5,10,11,12,13,14,15,16,17,18,19,20,21,22,23,24,25,26,27,28.29,30,31,32,33,34,35,40,41, 42,43,44,45,46,47,48,49,50,51,52,53 has/have been modified.Building designer must review loads to verify that they are June 14,2019 - t nded use of this truss. TAWARNING-Verify design parameters andREAD NOTES ON THISAND INCLUDED MITEKREFERANCE PAGE Mli-7473 rev.10/03/2015 BEFORE USE, __valid for use only with MiTekOO connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer musl verify the applicability of design parameters and properly incorporate this design into the overall ;� a li building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Ml le i<is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?PIf Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314- Bradford,ON,L3Z 3G7 ob Truss Type 01y iffy 7AC-3905 172nd St NE-Arlington-WA 125191 'D49 U1351279 Roof Special Girder 1 q J b Reference(optional) Alliance Truss (CA), Abbotsford,BC-V2S 7136. 8.310 s May 22 2019 Wait Industries,Inc. Tue Jun 11 14:01:03 2019 Page 2 NOTES- ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-nN5iAZHBOgub64tgBiGld ljwlmBjB5aEvVkK4Kz7KoE 12) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1800 lb up at 12-1-0 on top chord,and 8274 lb down at 12-1-1 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-C=-426,C-E=-426,E-F=-76,F-G=-76,H-P=-20 Concentrated Loads(lb) Vert:K=-8274(B) 2)Dead+0.75 Snow(balanced)+0.75 Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-C=-370,C-E=-370,E-F=-64,F-G=-64,H-P=-35 Concentrated Loads(lb) Vert:K=-7909(B)E=1350 3)Dead+0.75 Snow(Unbal.Left)+0.75 Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-C=-370,C-E=-370,E-Q=-64,F-Q=-72,F-G=-37,H-P=-35 Concentrated Loads(lb) Vert:K=-7909(B)E=1350 4)Dead+0.75 Snow(Unbal.Right)+0.75 Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pig Vert:A-C=-344,C-E=-344,E-F=-37,F-G=-86,H-P=-35 Concentrated Loads(lb) Vert:K=-7909(B)E=1350 5)Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:A-C==201,C-E=-201,E-F=-26,F-G=-26,H-P=-40 Concentrated Loads(lb) Vert:K=-4890(B) 10) Dead+0.6 MWFRS Wind(Pos,Internal)Left:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-C=-154.C-E=-154,E-F=21,F-G=12,H-P=-10 Horz:A-P=12,A-C=-29,C-F=-29,F-G=20,G-H=15 Concentrated Loads(lb) Vert:K=-2457(B)E=1800 _ 11) Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-C=-167,C-E=-163,E-F=12,F-G=21,H-P=-10 Horz:A-P=-15,A-C=-17,C-F=-20,F-G=29,G-H=-12 Concentrated Loads(lb) Vert:K=-2457(B)E=1800 12) Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-C=-180,C-E=-180,E-F=-5,F-G=-14,H-P=-20 Horz:A-P=20,A-C=-21,C-F=-21,F-G=12,G-H=7 Concentrated Loads(lb) Vert:K=-2447(B)E=1800 13) Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-C=-193,C-E=-189,E-F=-14,F-G=-5,H-P=-20 Horz:A-P=-7,A-C=-8,C-F=-12,F-G=21,G-H=-20 Concentrated Loads(Ib) Veit K=-2447(B)E=1800 14) Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-C=-154,C-E=-154,E-F=21,F-G=8,H-P=-10 Horz:A-P=10,A-C=-29,C-F=-29,F-G=17,G-H=14 Concentrated Loads(lb) Vert:K=-2457(B)E=1800 15) Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-C=-167,C-E=-167,E-F=8,F-G=21,H-P=-10 Horz:A-P=-14,A-C=-17,C-F=-17.F-G=29,G-H=-10 Concentrated Loads(lb) Vert:K=-2457(B)E=1800 16) Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-C=-154,C-E=-154,E-F=21,F-G=8,H-P=-10 Horz:A-P=10,A-C=-29,C-F=-29,F-G=17,G-H=14 Concentrated Loads(lb) Vert:K=-2457(B)E=1800 17) Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-C=-167,C-E=-167,E-F=8,F-G=21,H-P=-10 Horz:A-P=-14,A-C=-17,C-F=-17,F-G=29,G-H=-10 Concentrated Loads(lb) Vert:K=-2457(B)E=1800 ritinued on nine 3 ®WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTekO connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing R��e is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the �V� fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 IJob Truss ss Type Oty Ply VPAC-3905 172nd St NE-Arlington-WA U1351279 125191 049 Roof Special Girder 1 3 lJob.Referenoe(opbonaI Alliance Truss (CA). Abbotsford.BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:01:03 2019 Page 3 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-nN5iAZH BOg u b64tgBiGld 1 jwl mBjB5a EvVkK4Kz7KoE LOAD CASE(S) Standard 18) Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-C=-180,C-E=-180,E-F=-5,F-G=-18,H-P=-20 Horz:A-P=18,A-C=-21,C-F=-21,F-G=8,G-H=6 Concentrated Loads(Ib) Vert:K=-2447(B)E=1800 19) Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-C=-193,C-E=-193,E-F=-18,F-G=-5,H-P=-20 Horz:A-P=-6,A-C=-B,C-F=-B,F-G=21,G-H=-18 Concentrated Loads(lb) Vert:K=-2447(B)E=1800 20) Dead+Snow(Unbal.Left):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-C=426,C-E=-426,E-Q=-76,F-Q=-88,F-G=-41,H-P=-20 Concentrated Loads(Ib) Vert:K=-8274(B) 21) Dead+Snow(Unbal.Right):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-C=-391,C-E=-391,E-F=-41,F-G=-106,H-P=-20 Concentrated Loads(lb) Vert:K=-8274(B) 22) Dead+Uninhabitable Attic Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:A-C=-201,C-E=-201,E-F=-26,F-G=-26,H-P=40 Concentrated Loads(lb) Vert:K=-4890(B) 23) Dedd+0.70 31 Ow(bal.)+0.75 Uninhab.Attic Storage+0.70(0.0 MWFR3 Wind(Neg.Int)Left):Lumber Increase-1.33,Plate Increase-1.33 Uniform Loads(plf) Vert:A-C=-354,C-E=-354,E-F=-48,F-G=-55,H-P=-35 Horz:A-P=15,A-C=-16,C-F=-16,F-G=9,G-H=5 Concentrated Loads(lb) Vert:K=-2447(B)E=1350 24) Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-C=-364,C-E=-361,E-F=-55,F-G=-48,H-P=-35 Horz:A-P=-5,A-C=-6,C-F=-9,F-G=16,G-H=-15 Concentrated Loads(Ib) Vert:K=-2447(B)E=1350 25) Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-C=-354,C-E=-354,E-F=48,F-G=-57,H-P=-35 Horz:A-P=14,A-C=-16,C-F=-16,F-G=6,G-H=4 Concentrated Leads(Ib) Vert:K=-2447(B)E=1350 26) Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-C=-364,C-E=-364,E-F=-57,F-G=-48,H-P=-35 Horz:A-P=-4,A-C=-6,C-F=-6,F-G=16,G-H=-14 Concentrated Loads(Ib) Vert:K=-2447(B)E=1350 27) Dead+Minimum Snow:Lumber Increase=1.15,Plate Increase=1.15 Urilrunn Ludds(plr) Vert:A-C=-416,C-E=-376,E-F=-26,F-G=-26,H-P=-20 Concentrated Loads(lb) Vert:K=-8274(B) 28) 3rd Dead+0.75 Snow(Unbal.Left)+0.75 Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-C=-344,C-E=-370,E-Q=-64,F-Q=-72,F-G=-37,H-P=-35 Concentrated Loads(lb) Vert:K=-7909(B)E=1350 29)4th Dead+0.75 Snow(Unbal.Left)+0.75 Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-C=-386,C-E=-344,E-F=-37,F-G=-37,H-P=-35 Concentrated Loads(Ib) Vert:K=-7909(B)E=1350 30) 5th Dead+0.75 Snow(Unbal.Right)+0.75 Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-C=-344,C-D=-375,D-E=-370,E-F=-64,F-G=-37,H-P=-35 Concentrated Loads(Ib) Vert:K=-7909(B)E=1350 31)6th Dead+0.75 Snow(Unbal.Right)+0.75 Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-C=-344,C-E=-344,E-F=-37,F-G=-86,H-P=-35 Concentrated Loads(lb) Vert:K=-7909(B)E=1350 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1411-7473 rev.10103,12015 BEFORE USE, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only,Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?PIi Qualify Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job TntsS Type t�ty 'ply ?AC-3905 172nd St NE-Arlington-WA 25191 D49 Roof Special Girder I 3 Job 1 1 U1351279 _ Reference(optional) Alllant a Truss (CA), AbbOtsfofd,SC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:01:03 2019 Page 4 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-nN 5iAZH BOgub64tgBiGld ljwl mBj B5a EvVkK4Kz7 KoE LOAD CASE(S) Standard 32)7th Dead+Snow(Unbal.Left):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-C=-391,C-E=-426,E-Q=-76,F-Q=-88,F-G=-41,H-P=-20 Concentrated Loads(lb) Vert:K=-8274(B) 33)8th Dead+Snow(Unbal.Left):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-C=447,C-E=-391,E-F=-41,F-G=-41,H-P=-20 Concentrated Loads(Ib) Vert:K=-8274(B) 34)9th Dead+Snow(Unbal.Right):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-C=-391,C-D=-433,D-E=-426,E-F=-76,F-G=-41,H-P=-20 Concentrated Loads(lb) Vert:K=-8274(B) 35) 10th Dead+Snow(Unbal.Right):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-C=-391,C-E=-391,E-F=-41,F-G=-106,H-P=-20 Concentrated Loads(lb) Vert:K=-8274(B) 40) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-C=-154,C-E=-154,E-F=21,F-G=12,H-P=-10 Horz:A-P=12,A-C=-29,C-F=-29,F-G=20,G-H=15 Concentrated Loads(lb) Vert:K=-3682(B)E=1800 41) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-C=-167,C-E=-163,E-F=12.F-G=21,H-P=-10 Horz:A-P=-15,A-C=-17,C-F=-20,F-G=29,G-H=-12 Concentrated Loads(Ib) Vert:K=-3682(B)E=1800 42) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) _ Vert:A-C=-180,C-E=-180,E-F=-5,F-G=-14,H-P=-20 Horz:A-P=20,A-C=-21,C-F=-21,F-G=12,G-H=7 Concentrated Loads(lb) Vert:K=-3672(B)E=1800 43) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-C=-193,C-E=-189,E-F=-14,F-G=-5,H-P=-20 Horz:A-P=-7,A-C=-8,C-F=-12,F-G=21,G-H=-20 Concentrated Loads(Ib) Vert:K=-3672(B)E=1800 44) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-C=-154,C-E=-154,E-F=21,F-G=8,H-P=-10 Horz:A-P=10,A-C=-29,C-F=-29,F-G=17,G-H=14 Concentrated Loads(lb) Vert:K=-3682(B)E=1800 45) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-C=-167,C-E=-167,E-F=8,F-G=21,H-P=-10 Horz:A-P=-14,A-C=-17,C-F=-17,F-G=29,G-H=-10 Concentrated Loads(Ib) Vert:K=-3682(B)E=1800 46) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-C=-154,C-E=-154,E-F=21,F-G=8,H-P=-10 Horz:A-P=10,A-C=-29,C-F=-29,F-G=17,G-H=14 Concentrated Loads(lb) Vert:K=-3682(B)E=1800 47) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-C=-167,C-E=-167,E-F=8,F-G=21,H-P=-10 Horz:A-P=-14,A-C=-17,C-F=-17,F-G=29,G-H=-10 Concentrated Loads(lb) Vert:K=-3682(B)E=1800 48) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-C=-180,C-E=-180,E-F=-5,F-G=-18,H-P=-20 Horz:A-P=18,A-C=-21,C-F=-21,F-G=8,G-H=6 Concentrated Loads(lb) Vert:K=-3672(B)E=1800 49) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.33,Plate Increase=1.33 -7 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MJTEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only.Additional temporary and permanent bracing M iTe Ic is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fablkallon,storage,deltvery,erectwn and bracing of trusses=tlt)pY=t systems,see ANSYTPIi Quality Criteria,DSB-69 and SCSI Building Component 100 Industrial Road Safety information available from Truss Plate Institute,21B N.lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,Road 3G7 Job Truss 1s Type f]ty ply \-PAC-3905 172nd St NE-Arlington-WA U1351279 25 19 1 D49 .Roof Special Girder 1 3 !Job Reference(optional Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MITek Industries,Inc. Tue Jun 11 14:01:03 2019 Page 5 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-n N5iAZH BOgub64tg BiG Id 1 jwl mBjB5a EvV kK4Kz7KoE LOAD CASE(S) Standard Uniform Loads(plf) Vert:A-C=-193,C-E=-103,E-F=-18,F-C=-5,H-R=20 Horz:A-P=-6,A-C=-8,C-F=-8,F-G=21,G-H=-18 Concentrated Loads(lb) Vert:K=-3672(B)E=1800 50) Reversal:Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-C=-354,C-E=-354,E-F=-48,F-G=-55,H-P=-35 Horz:A-P=15,A-C=-16,C-F=-16,F-G=9,G-1-1=5 Concentrated Loads(Ib) Vert:K=-6230(B)E=1350 51) Reversal:Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plD Vert:A-C=-364,C-E=-361,E-F=-55,F-G=-48,H-P=-35 Horz:A-P=-5,A-C=-6,C-F=-9,F-G=16,G-H=-15 Concentrated Loads(lb) Vert:K=-6230(B)E=1350 52) Reversal:Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(pit) Vert:A-C=-354,C-E=-354,E-F=-48,F-G=-57,H-P=-35 Horz:A-P=14,A-C=-16,C-F=-16,F-G=6,G-H=4 Concentrated Loads(lb) Vert:K=-6230(B)E=1350 53) Reversal:Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-C=-364,C-E=-364,L-F=-57,F-G=-48,H-H=-35 Horz:A-P=4,A-C=-6,C-F=-6,F-G=16,G-H=-14 Cunuenhdh:d Loads(lb) Vert:K=-6230(B)E=1350 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an individual building component,not • a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and pennanenl bracing MITek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPfl QuaUty Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety information available from Truss Plate Institute,218 N_Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Trttt(s ypB Qly Ply TAG39W 172nd St NE-Arlington-WA U1351280 25191 D50 Roof Special 8 1 _fia__ ,Job Reference(optional) -A fiance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:01:05 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzIUSd-jICSbFIRwl8JM002J71miSoLHZzzfxyW NpDR9Dz7KoC 5-10-2 11-11-8 5-10-2 6-1-6 Scale=1:22.9 C 4.12 12 3x4-tl� 0.25 5x6 = '�4x4 = B I I !� E F 4x4 = D 3x4 11 4x4 = 5-10-2 5-10.2 6-1-6 Plate Offsets 12-,_0-1_81,1@ 0,3'0,0-2-1m __ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 25.0 13. Plate Grip DOL 1.15 TC 0.58 Vert(LL) -0.07 D-E >999 240 MT20 197/144 (Roof Snow=2 Lumber DOL 1.15 BC 0.52 Vert CT -0.14 D-E >999 180 TCDL 3.0 Rep Stress Incr YES WB 0.91 Horz(CT) 0.01 D n/a n/a _ BCLL 10.0 KCAL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:44 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-10 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2`Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, B-D:2x4 SPF No.2 REACTIONS. (lb/size) F=564/0-5-8,D=564/Mechanical Max Horz F=64(LC 11) Max Uplift F=-51(LC 10),D=-76(LC 14) Max Grav F=596(LC 3),D=584(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-F=-528/104,A-B=-1287/150 BOT CHORD D-E=-233/1287 WEBS A-E=-130/1214,B-D=-1298/233 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4-2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf, 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. GAI?Cl 8)Refer to girder(s)for truss to truss connections. �VASy 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)F,D. P0l. June 14,2019 ,y WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTek@)connectors.This design is based only upon parameters shown,and is for an individual building component,not '• a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design, Bracing indicated is to prevent buckling or individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabflgbtion,sloraDe.delivery,erection and bracing of trusses and"me systems,see ANSUTP11 Quality Criteria,DSB-89 and SCSI Building Component Slfily Information available(tam Truss Plate Institute,218 N.L6rt Street,suite 312,Alexandria,VA 22314. 100 Industrial Road Bradford,ON.L3Z 3G7 'Job fuss ss Type Oty jPly 4-PAC-3905 172nd St NE-Arlington-WA U1351281 j25191 E1751 'GABLE 1 1 l I I Job Referetice(a2(.onnal Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:01:08 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFboDzIUSd 8KubEGLJDDWuDeld_FrTK�QognxTBHJz3nR5mYz7Koo 2-11-4 5-10-2 25-1-8 27-10-5 " 2-11-4 2-10-14 19-3-6 2-8-13 2x4 4.12 123x4 11 N Scale=1:54.9 / J 5x6 2x4 11 M _ = L � K J 1 6x8 H i b _ G v 0.25 112 / 6x10 MT18HS = F 3x5 = 3x7 I E ✓ � 4x5 = 6x10 = D A B AK C -- \ ACI 3x8 = AS AA 3x6 = Z AH Y AI X AJ W V U T S R Q P O 3x5 II 6x8 = 5x8 = 3x7 = 3x7 = 3x4 = 3x4 II 3x12 = 3x7 = 5x6 I' 7x8 = 2-114 5-10-2 25-1-8 2.11•i 2.10.14 19" Plate Offsets(X,Y)-- [A:0-2-4,0.2-0].[B:0-5-0,0-3-4],[C:0-5-1,0-1-15],[C:0-3-11,0-5-0],[G:0-4-0,0-1-8],[J:0-2-0,0-0-8],[K:0-3-0,0-2-12],[T:0-2-8,0-3-0],[Z:0-2-12,0-2-12], �_lra_ 0-2 ero-3 oy Ae o-3-o.a1-s1.]Ac4-i-o,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25. Plate Grip DOL 1.15 i TC 0.82 Vert(LL) 0.01 N n/r 120 MT20 197/144 (Roof Snow=2 TCDL 10) I Lumber DOL 1.15 BC 0.79 Vert(CT) 0.00 M-N n/r 120 MT18HS 197/144 Rep Stress Incr NO WB 0.93 Horz(CT) -0.07 0 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-S Weight:164 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2`Except" TOP CHORD Structural wood sheathing directly applied or 3-3-0 oc purlins, C-K:2x4 SPF 210OF 1.8E,C-K:2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 3-0-6 oc bracing. WEBS 2x4 SPF No.2`Except' WEBS 1 Row at midpt M-0,G-T B-Z:2x4 SPF 2100F 1.8E,A-AA,B-AA:2x3 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. All bearings 25-1-8. (lb)- Max Horz AB=278(LC 11) Max Uplift All uplift 100 lb or less at joint(s)R,S,X,Y except AB=-572(LC 37), 0=-107(LC 40),P=-189(LC 20),Q=-101(LC 45),T=-3204(LC 46),V=-3630(LC 59), W=-128(LC 37).Z=-154(LC 38),AA=-1129(LC 45) Max Grav All reactions 250 lb or less at joint(s)P except AB=722(LC 44),0=896(LC 20),Q=342(LC 28).R=280(LC 28).S=301(LC 27),T=3265(LC 57),V=3820(LC 42), W-413(LC 20),X-450(LC 29),`i-349(LC 27),Z-533(LC 03),AA-1447(LC 30) FORCES. (Ib)-Max.Comp./Max,Ten.-All forces 250(lb)or less except when shown. TOP CHORD AB-AC=-670/560,A-AC=-646/555,A-B=-1334/1219,B-C=-5022/4864,C-D=-4880/4675, D-E=-4384/4232,E-F=-3609/3477,F-G=-2905/2790,G-H=4092/3972,H-1=-3460/3317, I-J=-2764/2675,J-K=-2071/2018,K-L=-1443/1381,L-M=-713/700,M-0=-886/213 BOT CHORD AA-AB=-818/750,Z-AA=-1122/978,Y-Z=-3685/3632,X-Y=-3353/3326,W-X=-2948/2935, V-W=-2601/2591,T-V=-1934/1923,S-T=-3128/3112,R-S=-2509/2492,Q-R=-1889/1871, P-Q=-1269/1250,O-P=-649/630 WEBS K-Q=-277/134,H-T=-297/170,G-V=-3781/3655,W-AJ=-344/156,F-AJ=-278/148, Z-AF=401640 4AA-AD94170518 0 AA-AD 31565/1 46,1AA--AE—19B4A712245/4322, [aN C,AltCy�1 WAS B-AE=-1942/1784,G-T=-3803/3847,AC-AD=-880/691,AD-AE=497/475,AF-AG=-432/494, AG-AH=-858/896,AH-A1=-654/670,AI-AJ=-348/354 z� NOTES- h 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 39486 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 SjONAL 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. June 14,2019 draina a to orevent water Dondino. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. . ;� Design valid for use only with MiTek@)connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall t'building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing /tl I'7'eR• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the tY fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job rasa i' Type y EPIy ; AC 3905172nd St NE AAi'pWtti WA !I I U1351281 25191 55 IIGABLE 1 1 I IJob_Reference(optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:01:09 2019 Page 2 I D:rCTmK6iuyDTt_yZuzrFbeDzl USd-cW SzRcLx_W elq?KpYzM islzzQAH i bkZ6H RBeI_z7Ko8 NOTES- 7)All plates are MT20 plates unless otherwise indicated. 8)All plates are 1.5x4 MT20 unless otherwise indicated. 9)Gable requires continuous bottom chord bearing, 10) Gable studs spaced at 2-0-0 oc. 11)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 13)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 14) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)R,S,X,Y except at=lb)A13=572,0=107.P=189, Q=101.T=3204,V=3630,W=128,Z=154,AA=1129. 15)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 25-1-8 for 310.0 pit. 16) No notches allowed in overhang and 0 from left end and 20813 from right end or 12"along rake from scarf,whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c.maximum between the stacking chords. For edge-wise notching,provide at least one tie plate between each notch. 17) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-C=-114,C-M=-114,M-N=-114.O-AB=-20,AC-AJ=-65(F) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE . Design valid for use only with MiTekO connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability or design parameters and properly incorporate this design into the overall building design. Bracing indicaled is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek, is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the i fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 ,Job (Truss ss Type Qty 7PJy VPAC-3905172nd St NE-Af1ington-WA U1351282 65191 ID52 (Common 21 1 I Job Reference(optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 a May 22 2019 MiTek Industries.Inc.Tue Jun 11 14:01;09 2019 Page 1 I D:rCTm K6iuyDTtyZuzrFbeDzl USd-cWSzRcLx_W elq?KpYzMis Iz_mAPGbvi6HRBel_z7Ko8 6-2-11 12-10.14 6-2-11 6-8-3 4x7 = Scale=1:36.9 4.12 i12 B H 5x6 6x8 C f X E F D 1.5x4 II 3x6 = 2x4 II 6-2-11 12-10.14 _ 6.2-11 6.8.3 Plate Offsets(X,Y},[.A-2-0(M-13J,[S:0.3-_&241,[C:0-2-O,Mt-12) LOADING (ps25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.74 Vert(LL) -0.05 D-E >999 240 MT20 197/144 TCDL 13.0 Lumber DOL 1.15 BC 0.31 Vert(CT) -0.10 D-E >999 180 BCLL 10.0 Rep Stress Incr YES WB 0.22 Horz(CT) 0.00 D n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:52 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-10 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) F=610/Mechanical,D=610/0-5-8 Max Horz F=-58(LC 12) Max Uplift F=-53(LC 10),D=-55(LC 11) Max Grav F=625(LC 2),D=625(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=476/117,B-C=-481/115,A-F=-558/137,C-D=-552/145 WEBS B-E=-261/136,A-E=-76/436,C-E=-62/415 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)F.D. AS cn� 7 • it 39586GIs , k� S'S/UN/AU June 14,2019 AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Nil = Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not W a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 `Jbb Truss )Type City Ply ' AC-3905 172nd St NE-Arlington-WA U7351283 125191 D53 GABLE 1 1 I _ _,Job Referent ILopUmu!._. Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:01:112019 Page 1 I D:rCTmK6iuyDTt_yZuzrFbeDzl USd-Yvajsl N C W 8uT4J UCEN PAxj2N h_4H3oOPl kglMtz7Ko6 i 6-10-14 12-10-14 15-7-11 ` 6.10.14 6-0-0 - 2-8-13 2x4 i H' Scale=1:50.8 4.12 12 2x4 G 2x4 II x 10x12 E � I 2x4 I I D 2x4 11 i ~ B 4x4 A 0 3x6 3x7 11 4ft7 5.4' R I 3><8 I I 3x7 I I .1 O N M L K J 1.5x4 II 1.5x4 II 3x4 = 1.5x4 II 1.5x4 II 3x4 = 1.5x4 I I 6-10-14 1 12-�14 r 6-10-14 6-0-0 Plate Offsets Qx Y) ID;o-fi-o 0 241_�G:o-2-o,o-" LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.45 Vert(LL) -0.04 L-M >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.27 Vert(CT) -0.07 L-M >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.27 Horz(CT) 0.00 1 n/a n/a BCLL 10.0 Code IBC2015/TPI2014 MatrIx-MS Weight:119 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2*Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. D-L,A-O:2x3 SPF No.2,D-U,U-V,V-W:2x8 SPF 195OF 1.7E WEBS 1 Row at midpt G-I OTHERS 2x4 SPF No.2 JOINTS 1 Brace at Jt(s):P,Q,R,S REACTIONS. (lb/size) 1=85110-5-8,0=583/Mechanical Max Harz 0=172(LC 11) Max Uplift 1=-190(LC 14) Max Grav 1=1001(LC 21),0=603(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-13=450/0,B-C=-395/2,C-D=-345/10,G-1=-624/250,A-0=-533/0 BOT CHORD K-L=-138/372,J-K=-138/372,I-J=-138/372 WEBS D-Q=-539/202,P-Q=-520/197,I-P=-531/196,A-T=0/435,S-T=0/428,R-S=0/396, L-R=0/414 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs GARC,' non-concurrent with other live loads. .�S! 9 6)Gable studs spaced at 2-0-0 oc. O� ��- 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide N` 7 will fit between the bottom chord and any other members,with BCDL=10.0psf. 9)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 10) Refer to girder(s)for truss to truss connections. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) 3951S6 `. NAL June 14,2019 AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE it Design valid for use only with MiTek@)connectors,This design is based only upon parameters shown,and is for an individual building component,not . a buss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the Mi 1'{ ®k• ' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPIf Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N,Lee Street.Suite 312,Alexandria,VA 22314. Bra Industrial Road IL Bradford,ON,L3Z 3G7 � Job Truss 3s Type Qty, ';PIy \-PAC-3905 172nd St NE-Arlington-WA 25191 D54 IF18t Girder 1 U1351284 Job Reference(oDWnst) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MITO Industries,Inc. Tue Jun 11 14*01:13 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzlUSd-UIhUHI PS118AJdcbnoRc187hcoiyXDEiC29eRIz7Ko4 4-55.5 84.14 13-04 1 _ _17-5-11 4-5-5 4-3-9 4-3-9 4-5-5 Scale=1:28.7 2x4 II 44 = 8x10 = A 8x10 - B4x4 - C D E m m \ ••\ �\ j /� m I ' L M I N O H P Q G R S F i J 6x8 - t0x12 = 7x8 = 10x12 = 6x8 4-54 8$14 13-0-6 I 17.5-11 4-5-6 4-3-9 4-3-9 4-0-5 Plate Offsets j&)!�-_JA:Edge,q 4-ij8 01 0-1-8D:Q 4-12,0 1 8J._IE Ed�geGO 4-8],_,[F_0Q4 8�0 0 OJ,,[G-0-3.8 00-§q,F[_IIO A 0,0 4.8),[I:0 318.0 51]�[J:0 4 8,0-0 OJ_ LOADING (psf) k SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 I Plate Grip DOL 1.15 TC 0.60 Vert(LL) -0.11 H-1 >999 240 MT20 1971144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.52 Vert(CT) -0.22 H-1 >949 180 TCDL 13.0 Rep Stress Incr NO WB 0.57 Horz(CT) 0.03 F n/a n/a BCLL 10.0 Code IBC2015(rP12014 I Matrix-MS Weight:209 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins(4-2-13 max.):A-E, except end verticals. BOT CHORD 2x6 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2"Except` A-I,B-H,D-H,E-G:2x4 SPF 210OF 1.8E REACTIONS. (lb/size) J=8335/(0-3-15+bearing block),F=6294/Mechanical Max Horz J=-94(LC 30) Max Uplift J=-377(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-J=-7530/425,A-B=-8519/0,B-C=-11070/0,C-D=-11070/0.D-E=-8534/0,E-F=-7542/0 BOT CHORD H-1=0/8519,G-H=0/8534 WEBS A-1=0/10748,B-1=-4002/0,B-H=0/3264,C-H=-1740/0,D-H=0/3245,D-G=-3990/0, E-G=0/10767 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc, 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)2x4 SPF No.2 bearing block 12"long atjt.J attached to each face with 2 rows of 10d(0.131"x3")nails spaced 3"o.c.8 Total fasteners per block.Bearing is assumed to be DF No.2. 4)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right rj!, GAR(, exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 \VAS 5)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 \C�� 7j•[ 6)Provide adequate drainage to prevent water ponding. 7)Bearing capacity is increased by the plate atjoint(s)J.Plate must be within 1/4 in of bearing surface. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 10) Bearings are assumed to be:Joint 10 DF No.2 crushing capacity of 625 psi,Joint 6 SPF No.2 crushing capacity of 425 psi. N 39.586 11) Refer to girder(s)for truss to truss connections. rj kj. 9 1 ( ) P 9 9 9 9 9 9 verify ^ CIST1i� 12 Bearing at'oint s J considers parallel to rain value using ANSI(TPI 1 angle to rain formula. Building designer should veri capacity of bearing surface. � 13) Provide metal plate or equivalent at bearing(s)F to support reaction shown. A[. 1� 14) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) J=377. June 14,2019 ('.nntinuarl nn-rl9bP4. WARNING-Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,711-7473 rev.10/03/2015 BEFORE USE. I Design valid for use only with MiTek"O connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing ��• is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS111"Pll Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 IJob Truss Type Qty Ply ' 4YAC M 172nd St NE-Arlington-WA I25191 054 Flat Girder 1 U1351284 (_ _ I I I I 2 !Jpb Reference Bonet Alllanco Tn+ss (CA), Abbotsford,BC-V2S 7P6, 6.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:01:13 2019 Page 2 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-U I h U H_PS 1 I8AJdebnoRe 187hsoiyXeEiC29sRlz7Ko4 NOTES- 15) Load case(s)1,2,3,8,9,10,11,12,13,14,15,16,17,18.19,20.21,22,23,28,29,30,31,32,33,34,35.36,37,38,39,40,41 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 16) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 17) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1800 lb up at 0-1-12 on top chord,and 568 lb down at 1-7-15,551 lb down and 96 lb up at 1-7-15.568 lb down at 3-7-15,551 lb down and 96 lb up at 3-7-15,568 lb down at 5-7-15.551 lb down and 96 lb up at 5-7-15.568 lb down at 7-7-15,551 lb down and 96 lb up at 7-7-15,568 lb down at 9-7-15,551 lb down and 96 lb up at 9-7-15,568 lb down at 11-7-15,551 Ito down and 96 lb up at 11-7-15, 590 lb down and 73 lb up at 13-7-15,551 lb down and 96 lb up at 13-7-15,and 590 lb down and 73 lb up at 15-7-15,and 551 lb down and 96 lb up at 15-7-15 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-E=-426,F-J=-20 Concentrated Loads(lb) Vert:L=-1114(F=-551,B=-563)M=-1 1 14(F=-551,B=-563)N=-1 1 14(F=-551,B=-563)0=-1 1 14(F=-551,B=-563)P=-1 1 14(F=-551,B=-563)Q=-1 1 14(F=-551, B=-563)R=-1141(F=-551,B=-590)S=-1 141(F=-551,B=-590) 2)Dead+0.75 Snow(balanced)+0.75 Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-E=-370,F-J=-35 Concentrated Loads(lb) Vert:A=1350 L=-1 1 17(F=-549,B=-568)M=-1 1 17(F=-549,B=-568)N=-1 1 17(F=-549,B=-568)0=-1 1 17(F=-549,B=-568)P=-1 1 17(F=-549,B=-568) Q=-1 1 17(F=-549,B=-568)R=-1140(F=-549,B=-590)S=-1140(F=-549,B=-590) 3)Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:A-E=-201,F-J=-40 Concentrated Loads(lb) Vert:L=-717(F=-348,B=-369)M=-717(F=-348,B=-369)N=-717(F=-348,B=-369)0=-717(F=-348,B=-369)P=-717(F=-348,B=-369)Q=-717(F=-346,B=-369) R=-727(F=-348,B=-379)S=-727(F=-348,B=-379) 8)Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-E=-154,F-J=-10 Horz:A-J=12,E-F=15 Concentrated Loads(lb) Vert:A=1800 L=-18(F=86,B=-104)M=-18(F=86,B=-104)N=-18(F=86,B=-104)0=-18(F=86,B=-104)P=-18(F=86,B=-104)Q=-18(F=86,B=-104)R=148(F=86, B=63)S=148(F=86,B=63) 9)Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-E=-154,F-J=-10 Horz:A-J=-15,E-F=-12 Concentrated Loads(lb) Vert:A=1800 L=-18(F=86,B=-104)M=-18(F=86,B=-104)N=-18(F=86,B=-104)0=-18(F=86,B=-104)P=-18(F=86,B=-104)Q=-18(F=86,B=-104)R=148(F=86, B=63)S=148(F=86,B=63) 10) Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-E=-180,F-J=-20 Horz:A-J=20,E-F=7 Concentrated Loads(lb) Vert:A=1800 L=2(F=96,B=-94)M=2(F=96,B=-94)N=2(F=96,B=-94)0=2(F=96,B=-94)P=2(F=96,B=-94)Q=2(F=96, B=-94)R=168(F=96,B=73)S=168(F=96,B=73) 11) Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-E=-180,F-J=-20 Horz:A-J=-7,E-F=-20 Concentrated Loads(lb) Vert:A=1800 L=2(F=96,B=-94)M=2(F=96,B=-94)N=2(F=96,B=-94)0=2(F=96,B=-94)P=2(F=96,B=-94)Q=2(F=96, B=-94)R=168(F=96,B=73)S=168(F=96,B=73) 12) Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-E=-154,F-J=-10 Horz:A-J=10,E-F=14 Concentrated Loads(lb) Vert:A=1800 L=-18(F=86,B=-104)M=-18(F=86,B=-104)N=-18(F=86,B=-104)0=-1B(F=86,B=-104)P=-18(F=86, B=-104)Q=-18(F=86,B=-104)R=148(F=86,B=63)S=148(F=86,B=63) 13) Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-E=-154,F-J=-10 Horz:A-J=-14,E-F=-10 Concentrated Loads(lb) Vert:A=1800 L=-18(F=86,B=-104)M=-18(F=86,B=-104)N=-18(F=86,B=-104)0=-18(F=86,B=-104)P=-18(F=86, B=-104)Q=-18(F=86,B=-104)R=148(F=86,B=63)S=148(F=86,B=63) 14) Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-E=-154,F-J=-10 Horz:A-J=10,E-F=14 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTe�c is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss 3s Type Qty 'Ply \-PAC-3905 172nd St NE-Arlington-WA U1351284 �25191 D54 P)it Girder 1 Job Reference(opLl"al) Alliance Truss (CA). Abbotsford,BC-V2S 7P6, 8.310 S May 22 2019 MITek Industries,Inc. Tue Jun 11 14:01:13 2019 Page 3 ID:rCTmK6iuyDTtyZuzrFbcDzl USd-U I h U H_PS 118AJdcbnoRc187hooiyXcEiC203Rlz7Ko4 LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:A=1800 L=-18(F=86,B=-104)M=-18(F=86,B=-104)N=-18(F=86,B=-104)0=-18(F=86,B=-104)P=-18(F=86,B=-104)Q=-18(F=86,B=-104)R=148(F=86, B=63)S=148(F=86,B=63) 15) Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-E=-154,F-J=-10 Horz:A-J=-14,E-F=-10 Concentrated Loads(lb) Vert:A=1800 L=-18(F=86,B=-104)M=-18(F=86,B=-104)N=-16(F=86,B=-104)0=-18(F=86,B=-104)P=-18(F=86,B=-104)Q=-18(F=86,B=-104)R=148(F=86, 13=63)S=148(F=86,B=63) 16) Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-E=-180,F-J=-20 Horz:A-J=18,E-F=6 Concentrated Loads(lb) Vert:A=1800 L=2(F=96,B=-94)M=2(F=96,B=-94)N=2(F=96,B=-94)0=2(F=96,B=-94)P=2(F=96,B=-94)Q=2(F=96,B=-94)R=168(F=96,13=73)S=168(F=96, B=73) 17) Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-E=-180,F-J=-20 Horz:A-J=-6,E-F=-18 Concentrated Loads(lb) Vert:A=1800 L=2(F=96,B=-94)M=2(F=96,B=-94)N=2(F=96,B=-94)0=2(F=96,B=-94)P=2(F=96,B=-94)Q=2(F=96,B=-94)R=168(F=96,B=73)S=168(F=96, B=73) 18) Dead+Uninhabitable Attic Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:A-E=-201,F-J=40 Culiceullaled Luadb(lb) Vert:L=-717(F=-348,B=-369)M=-717(F=-348,B=-369)N=-717(F=-348,B=-369)0=-717(F=-348,B=-369)P=-717(F=-348,B=-369)Q=-717(F=-348,B=-369) R=-727(F=-348,B=-379)S=-727(F=-348,B=-379) 19) Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-E=-354,F-J=-35 Horz:A-J=15,E-F=5 Concentrated Loads(Ib) Vert:A=1350 L=-44(F=50,B=-94)M=-44(F=50,B=-94)N=-44(F=50,B=-94)0=-44(F=50,B=-94)P=-44(F=50,B=-94)Q=-44(F=50,B=-94)R=80(F=50,13=30) S=80(F=50,13=30) 20) Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-E=-354,F-J=-35 Horz:A-J=-5,E-F=-15 Concentrated Loads(lb) Vert:A=1350 L=-44(F=50,B=-94)M=-44(F=50,B=-94)N=-44(F=50,B=-94)0=-44(F=50,B=-94)P=-44(F=50,B=-94)Q=-44(F=50,B=-94)R=80(F=50,13=30) S=80(F=50,B=30) 21) Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-E=-354,F-J=-35 Horz:A-J=14,E-F=4 Concentrated Loads(lb) Vert:A=1350 L=44(F=50,B=-94)M=-44(F=50,B=-94)N=44(F=50,B=-94)0=-44(F=50,B=-94)P=44(F=50,B=-94) Q=44(F=50,B=-94)R=80(F=50,13=30)S=80(F=50,13=30) 22) Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.33, Ptah:Inul ease-1.33 Uniform Loads(plf) Vert:A-E=-354,F-J=-35 Horz:A-J=-4,E-F=-14 Concentrated Loads(lb) Vert:A=1350 L=-44(F=50,B=-94)M=-44(F=50,B=-94)N=44(F=50,B=-94)0=-44(F=50,B=-94)P=-44(F=50,B=-94) Q=-44(F=50,B=-94)R=80(F=50,13=30)S=80(F=50,B=30) 23) Dead+Minimum Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-E=-416,F-J=-20 Concentrated Loads(lb) Vert:L=-1114(F=-551,B=-563)M=-1114(F=-551,B=-563)N=-1 1 14(F=-551,B=-563)0=-1 1 14(F=-551,B=-563) P=-1 1 14(F=-551,B=-563)Q=-1114(F=-551,B=-563)R=-1141(F=-551,B=-590)S=-1141(F=-551,B=-590) 28) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-E=-154.F-J=-10 Horz:A-J=12,E-F=15 Concentrated Loads(Ib) Vert:A=1800 L=-489(F=-228,B=-261)M=-489(F=-228,B=-261)N=-489(F=-228,B=-261)0=-489(F=-228,B=-261) P=-489(F=-228,B=-261)Q=-489(F=-228,B=-261)R=-455(F=-228,B=-227)S=-455(F=-228,B=-227) 29) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.33,Plate Increase=1.33 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek•is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?PIf Qualify Criteria,DSB49 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Bradford,ON,L3Z 3G7 (Job - Truss j Type Qty Ply AO 3905 172nd St NE-Arlington-WA !25191 D54 FW1 Girder 1 2 I U1351284 kbb Reference o lional Alliance Truss (CA), Abbotsford.BC-V2S 71136, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:01:13 2019 Page 4 I D:rCTm K6iuyDTt_yZuzrFbeDzl USd-U I h U H_PS 118AJdebnoRe 187hsoiyXeEiC29sRlz7Ko4 LOAD CASE(S) Standard Uniform Loads(plf) Vert:A-E=-154,F-J=-10 Horz:A-J=-15,E-F=-12 Concentrated Loads(lb) Vert:A=1800 L=-489(F=-228,B=-261)M=-489(F=-228,B=-261)N=-489(F=-228,B=-261)0=-489(F=-228,B=-261)P=-489(F=-228,B=-261)Q=-489(F=-228, B=-261)R=-455(F=-228,B=-227)S=455(F=-228,B=-227) 30) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-E=-180,F-J=-20 Horz:A-J=20,E-17=7 Concentrated Loads(Ib) Vert:A=1800 L=-469(F=-218,B=-251)M=-469(F=-218,B=-251)N=-469(F=-218,B=-251)0=469(F=-218,B=-251)P=-469(F=-218,B=-251)Q=-469(F=-218, B=-251)R=-435(F=-218,B=-217)S=-435(F=-218,B=-217) 31) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-E=-180,F-J=-20 Horz:A-J=-7,E-F=-20 Concentrated Loads(Ib) Vert:A=1800 L=-469(F=-218,B=-251)M=-469(F=-218,B=-251)N=-469(F=-218,B=-251)0=-469(F=-218,B=-251)P=-469(F=-218,B=-251)Q=-469(F=-218, B=-251)R=-435(F=-218.B=-217)S=-435(F=-218,B=-217) 32) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)1 st Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-E=-154,F-J=-10 Horz:A-J=10,E-F=14 Concentrated Loads(Ib) Vert:A=1800 L=-489(F=-228,B=-261)M=-489(F=-228,B=-261)N=-489(F=-228,B=-261)0=489(F=-228,B=-261)P=-489(F=-228,B=-261)Q=-489(F=-228, B=-261)R=-455(F=-228,B=-227)S=-455(F=-228,B=-227) 33) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-E=-154.F-J=-10 Horz:A-J=-14,E-F=-10 Concentrated Loads(Ib) Vert:A=1800 L=-489(F=-228,B=-261)M=-489(F=-228,B=-261)N=-489(F=-228,B=-261)0=-489(F=-228,B=-261)P=489(F=-228,B=-261)Q=-489(F=-228, B=-261)R=455(F=-228,B=-227)S=-455(F=-228,B=-227) 34) Reversal:Dead+0.6 MWFRS Wind(Nos.Internal)3rd Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-E=-154,F-J=-10 Horz:A-J=10,E-F=14 Concentrated Loads(Ib) Vert:A=1800 L=-489(F=-228,B=-261)M=-489(F=-228,B=-261)N=-489(F=-228,B=-261)0=-489(F=-228,B=-261)P=489(F=-228,B=-261)Q=-489(F=-228, B=-261)R=-455(F=-228,B=-227)S=-455(F=-228,B=-227) 35) Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-E=-154,F-J=-10 Horz:A-J=-14,E-F=-10 Concentrated Loads(lb) Vert:A=1800 L=-489(F=-228,B=-261)M=-489(F=-228,B=-261)N=-489(F=-228,B=-261)0=489(F=-228,B=-261) P=-489(F=-228,B=-261)Q=-489(F=-228,B=-261)R=-455(F=-228,B=-227)S=-455(F=-228,B=-227) 36) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-E=-180,F-J=-20 Horz:A-J=18,E-F=6 Concentrated Loads(lb) Vert:A=1800 L=-469(F=-218,B=-251)M=-469(F=-218,B=-251)N=-469(F=-218,B=-251)0=-469(F=-218,B=-251) P=-469(F=-218,B=-251)Q=-469(F=-218,B=-251)R=-435(F=-218,B=-217)S=-435(F=-218,B=-217) 37) Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-E=-180,F-J=-20 Horz:A-J=-6,E-F=-18 Concentrated Loads(Ib) Vert:A=1800 L=-469(F=-218,B=-251)M=-469(F=-218,B=-251)N=-469(F=-218,B=-251)0=469(F=-218,B=-251) P=-469(F=-218,B=-251)Q=-469(F=-218,B=-251)R=-435(F=-218,B=-217)S=-435(F=-218,B=-217) 38) Reversal:Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads(plo Vert:A-E=-354,F-J=-35 Horz:A-J=15,E-F=5 Concentrated Loads(lb) Vert:A=1350 L=-921(F=-442,B=-479)M=-921(F=-442,B=-479)N=-921(F=-442,B=-479)0=-921(F=-442,B=-479) P=-921(F=-442,B=479)Q=-921(F=-442,B=-479)R=-908(F=-442,13=466)S=-908(F=442,B=-466) 39) Reversal:Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.33 ,Plate Increase=1.33 Uniform Loads(plf) Vert:A-E=-354,F-J=-35 Horz:A-J=-5,E-F=-15 Cenunued_an rump 5 iI AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE MR-7473 rev.10/03/2015 BEFORE USE, t•� I Design valid for use only with MiTek@ connectors,This design is based only upon parameters shown,and is for an individual building component,not I` a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing '�e I< is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI1TPI1 Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,1-3Z 3G7 i �Ob Tfuas a Type aty Ply \-PAC-3905 172nd St NE-Arlington-WA I, U1351284 25191 �D54 I Flat Girder 1 Job Reference tionaq Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,InC. Tue Jun 11 14:01:132019 Page 6 I D:rCTmK6iuyDTtyZuzrFbe Dzl U Sd-U I hU H_PS 118AJdebnoRe 187hsoiyXeEiC29sRlz7Ko4 LOAD CASE(S) Standard Concentrated Loads(lb) Vert:A=1350 L=-921(F=442,B=-479)M=-921(F=-442,B=479)N=-921(F=1442,13=479)0=-921(F=-442,B=-479)P=-921(F=-442,B=-479)Q=-921(F=-442, 13=479)R=-908(F=-442,B=-466)S=-908(F=-442,B=-466) 40) Reversal:Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-E=-354,F-J=-35 Horz:A-J=14,E-F=4 Concentrated Loads(lb) Vert:A=1350 L=-921(F=-442,B=-479)M=-921(F=442,B=-479)N=-921(F=-442,B=-479)0=-921(F=-442,B=-479)P=-921(F=-442,B=-479)Q=-921(F=-442, 13=479)R=-908(F=-442,B=-466)S=-908(F=-442,13=466) 41)Reversal:Dead+0.75 Snow(bal.)+0.75 Uninhab.Attic Storage+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:A-E=-354,F-J=-35 Horz:A-J=-4,E-F=-14 Concentrated Loads(lb) Vert:A=1350 L=-921(F=-442,B=-479)M=-921(F=-442,B=-479)N=-921(F=-442,B=-479)0=-921(F=-442,B=-479)P=-921(F=-442,B=-479)Q=-921(F=-442, B=-479)R=-908(F=-442,B=-466)S=-908(F=-442,B=466) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114I1.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design- Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek' I fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 Quality Criteria,OSS-89 and BCSI Building Component 100 Industrial Road ' Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss Type a1y ?Ply�AG3965172nd St NE-Artingtan-WA i26191 D55 monookIll 6 1 U 1351285 Job Reference(optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:01:14 2019 Page 1 I D:rCTmK6i uyDTt_yZuzrFbeDzl USd-zUFsU KP4o3G 1 xnCn KW ytZLg uwB5UGBYrRiuPzCz7 Ko3 6.5.7 12-10-14 15-7-11 6-5-7 6.5-7 241-1'3 0 2x4 ! Scale:1/4"=l' 4.12 I12 C i H 3x4 /f� B'� i i axa ,. A G F E 1.5x4 II 3x4 = 3x4 = 6.5-7 12-10-14 6-5-7 } 6-54 Plate Offsets(X Y)^j;P-Z-q&Q.4j LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.45 Vert(LL) -0.04 F-G >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.37 Vert(CT) -0.08 F-G >999 180 TCDL 13.0 Rep Stress Incr YES WB 0,18 Horz(CT) 0.00 E n/a n/a BCLL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:75 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2"Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. C-E,B-E:2x4 SPF No.2 WEBS 1 Row at midpt C-E,B-E REACTIONS. (lb/size) G=583/Mechanical,E=851/0-5-8 Max Horz G=172(LC 11) Max Uplift E=-190(LC 14) Max Grav G=603(LC 2),E=1001(LC 21) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-B=-448/7,C-E=-613/252,A-G=-530/22 BOT CHORD E-F=-148/384 WEBS B-E=-518/203,A-F=0/434 NOTES- I)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design, 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. JP� G.�j`�� 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. VAS/ 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except Qt=lb) E=190. :q -86 �j.• k!'GIS t L•�LC� � so June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with 11iTek8 connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate[his design into the overall building design_ Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing - is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the Mire I< fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criteria,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. 100 Industrial Road Bradford,ON,L3Z 3G7 Job iTruss ;s Type Qty )Ply �-PAC-3905 172nd St NE-Arlington-WA U1351286 25191 EQ !GABLE 1 1 ( 1,1015 Reference(optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,fn0. Tue Jun 11 14:01:17 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzl USd-N3x_6LSz5_ecoEr.MOe W aB_I NOP3oTM W H 7g73a WZ7Kn0 2-7-12 5-0-7 25-1-8 27-10-8 2-7-12 24-12 20-1-1 � 2-9-0 4.12 112 6x8t Scale= �82.2 2x4 N 2x4 2x4 II 4x6 L�� � K Hi�� ' i a I 3x5 46 d C E 5x16 = 8x12 MT18HS = h� 8 AFC �'• An AE o T 4x8 = ,o. 6x8 = 5x8 = - 3x5 II AB AA Z Y X W V U T S R Q P 3x5 5 0 7 25-1-8 20-1-1 Plate Offsets MY} [A 0-2 4,0-1-8J,�C:WS-12,Edgej.(J:0-3 O.EdgeJ,(N:0.3 4,0-0-0]�[P:0-3:p,0-1 BJ,.JAAcO.2$,0-1.12J,_[AB_0-3-12k-3-01,.jAU O-2-12.072-01._ LOADING (pso I SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.63 Vert(LL) -0.01AA-AB >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.52 Vert(CT) -0.02AA-AB >999 180 MT18HS 197/144 TCDL 13.0 Rep Stress Incr YES WB 0.93 Horz(CT) -0.10 P n/a n/a BCLL 10.0 Code IBC2015/TP12014 Matrix-S Weight:147 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF 210OF 1.8E*Except* TOP CHORD Structural woad sheathing directly applied or 2-11-9 oc purlins, J-O:2x6 SPF No.2 except end verticals,and 2-0-0 oc purlins(2-9-12 max.):A-AC,A-C. BOT CHORD 2x4 SPF 210OF 1.8E*Except* BOT CHORD Rigid ceiling directly applied or 3-1-1 oc bracing. P-U:2x4 SPF No.2 WEBS 2x4 SPF No.2*Except* AB-AC:2x6 SPF No.2,C-AA:2x3 SPF No.2 OTHERS 2x4 SPF No.2*Except* WAD:2x6 SPF No.2 REACTIONS. All bearings 25-1-8 except Qt=length)AE=0-3-8. (lb)- Max Horz AB=277(LC 39) Max Uplift All uplift 100 lb or less at joints)R,S,V,W.X,Y,Z except AB=-1889(LC 37),P=-558(LC 39),Q=-318(LC 20),T=-104(LC 38),AA=-221(LC 45), AE=-813(LC 40) Max Grav All reactions 250 lb or less at joint(s)R except AB=2019(LC 44), f-500(LC 50),Q-323(LC 40),0-206(LC 70),T-264(LC 70),V-270(LC 70). W=269(LC 70),X=269(LC 70),Y=268(LC 70),Z=274(LC 70),AA=521(LC 30), AE=811(LC 57) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown, TOP CHORD A-B=-876/868,B-C=-6770/6614,C-D=-6488/6315,D-E=-5849/5689,E-F=-5171/5026, F-G=-4492/4362,G-H=-3813/3698,H-1=-3137/3038,I-K=-2434/2351,K-L=-1768/1697, L-M=-1029/973,M-N=-501/470,P-AD=-655/620,N-AD=-655/620 BOT CHORD AA-AB=-3808/3746,Z-AA=-6010/6010,Y-Z=-5268/5331,X-Y=-4710/4711,W-X=-4090/4091, V-W=-3470/3471,T-V=-2850/2851,S-T=-2230/2231,R-S=-1610/1611.Q-R=-990/991, P-Q=-370/371 WEBS M-Q=-237/358,D-Z=-252/58,C-AA=-2168/2080,B-AA=-4169/4394,B-AB=-4196/4046, ��'AS/ N-AE=-855/817 �\�� / C NOTES- 3 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry 19586 �4k Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. O/., cis 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 �S 51 is 4)Unbalanced snow loads have been considered for this design. S/ONIAL 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)Provide adequate drainage to prevent water ponding. June 14,2019 %madMO Mates unless otherwise Indicated. A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7472 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ,�'ek• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the Welk' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 quality Criteria,DSB-09 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss 1 I Type ri , ;Ply AC-3905 172nd St NE-Arlington-WA U1351286 25191 056 GABLE 1 I .Jab Reference b1181 Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:01:17 2019 Page 2 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-N3x_6LSz5_ecoExMOe WaB_I NOP3oTM W H7g73a Wz7KoO NOTES- 8)All plates are 1.5x4 MT20 unless otherwise indicated. 9)Gable studs spaced at 2-0-0 oc. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)"This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=1 O.Opsf. 12)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 13) Bearing atjoint(s)AE considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 14) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)R,S,V,W,X,Y.Z except Qt=lb)AB=1889,P=558, Q=318,T=104,AA=221,AE=813. 15)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 25-1-8 for 310.0 plf. 16) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek®connectors,This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing ; 1' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the I IQ R- fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPl1 Quality Criteria,DSB-89 and BCS/Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Streel,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job 'TNss Is Type ($y !Ply \-PAC-3905 172nd St NE-Arlington-WA U1351287 125191 D57 .Roof Special 13 1 1 I iJob Reference fopUonell) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc Tue Jun 11 14:01:19 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbe Dzl I ISd-J S21X 1 TDdbvK 1 Y5k73Y2G P NfSOhTxMgah_r.APP77Kn_ 5-0-7 12-0-14 19-1-4 I 25-1-8 I 27-10-8 1 f>0 7.0.7 7-0-6 6-0.4 Z" G 4.12 12 2x4 II 1/4"=l' F P 44 - 4x6 E % D i i \ 7x8 = 3x4 N 4x7 = �' R B O M L K J I H 3x4 11 4x10 MT18HS = 4x4 = 46 44 = 3x6 = 5-0-7 12-0-14 19-1-4 25-1-8 I 607 t 707 706 I 601 Pletfl Offsets.(X�Y}-_(7k 0�-0i0.9-4J.-[B:0.3-8,0_2-dJ,.[D�03A E_d9eJ,[Et0-1-12 J. 0 2-0,0 0 4J.IK:0-1-8;0_-1�],-)L 0-2-8,0__81. LOADING (psf) ^- TCLL 25.0 SPACING- 2-0-0 I CSI. DEFL. in (loc) /dell L/d PLATES GRIP Plate Grip DOL 1.15 TC 0.85 Vert(LL) -0.33 K-L >894 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.83 Vert(CT) -0.57 K-L >525 180 MT18HS 197/144 TCDL 13.0 I Rep Stress Incr YES I WB 0.57 I Horz(CT) 0.09 H n/a n/a BCLL 10. BCDL 10.0 * 1 Code IBC2015/TP12014 Matrix-MS ' Weight:124 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, A-B:2x4 SPF No.2,B-D:2x4 SPF 2100F 1.8E except end verticals,and 2-0-0 oc purlins(2-4-2 max.):A-N,A-B. BOT CHORD 2x4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 9-2-3 oc bracing. J-M:2x4 SPF 210OF 1.8E WEBS 1 Row at midpt F-H,B-K,C-1,E-H WEBS 2x4 SPF No.2*Except* M-N:2x6 SPF No.2,A-L:2x4 SPF 210OF 1.8E B-L,C-K,E-1:2x3 SPF No.2 REACTIONS. (lb/size) M=1175/0-5-8,H=1421/0-3-8 Max Horz M=275(LC 11) Max Uplift M=-95(LC 10),H=-235(LC 14) Max Grav M=1322(LC 29),H=1735(LC 29) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-M=-1231/123,A-B=4558/475,B-C=-3070/206,C-E=-1425/49,F-H=-524/241 BOT CHORD L M-486/202.K L-732/4662,1 K-306/2826,H 1-166/1221 WEBS A-L=-296/4551,B-L=-1093/141,B-K=-1863/341,C-K=0/605,C-1=-1805/260, E-H=-1736/236,E-1=-49/1025 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs GAR(` non-concurrent with other live loads. WAS � 5)Provide adequate drainage to prevent water ponding. C7Y /��• 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide - will fit between the bottom chord and any other members,with BCDL=10.Opsf. 9)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)M except Qt=lb) H=235. /.• k CrISTL•� O 1: . V. v 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. .S/p�rALll� June 14,2019 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design- Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing j�•�L• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1111 1RC fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. ' Bradford,ON,L3Z 3G7 Job fuse I Type City IPly AC4905 172nd St NE-Arlington-WA U1351288 25191 ID 67A Roof Special I 2 1 IJob Reference(oplAXW) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:01:20 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-nec7lNUrOv1 Bfigxhm3HpcwgKcl7gpBkpeLjArz7Knz 0-0-7 12-0.14 19.1.4 26.1-8 27.1" 5-0-7 7.0.7 7-" 84}4 2.9 4.12 1 G2 6x8 �- -Scale;1/4"=1' F 4x4 4x6 D 7x8 = 3x4 aG 4x7 = \ Q B II _ r� P 4x8 i o MJ M L K I H 3x4 I' 4x10 MT18HS = 4x4 = 4x5 4x4 = 4x4 = 5.0.7 12-0.14_ _ 19-1-4 26.1-9' 5-0-7 ` 7-0-7 7-0-6 i 6-" Plate O(fseta(&Y�— [A:0.4-0.073.41 IS o-".0-2-4_1,j0:a+0 E_dgel jE -1-12.a2-0L[F:a3 4.0 4-0],.[H:a1-1z.a1.121 tK:a1-12.01-9],(I.a2-8,a1-91r[0:0:2-12 a2-0� LOADING (psf) I SPACING- 2-0-0 CSI. DEFL.. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.84 Vert(LL) -0.34 K-L >884 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.80 Vert(CT) -0.57 K-L >519 180 MT18HS 197/144 BCDL 13.0 Rep Stress Incr YES WB 0.56 Horz(CT) 0.07 P n/a n/a BCDL 10.0 BCDL 10.0 Code IBC2015(TP12014 Matrix-MS Weight:136 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2`Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, A-B:2x4 SPF No.2,B-D:2x4 SPF 2100F 1.8E except end verticals,and 2-0-0 oc purlins(2-4-2 max.):A-N,A-B. BOT CHORD 2x4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 9-2-3 oc bracing. J-M:2x4 SPF 210OF 1.8E WEBS 1 Row at midpt B-K.C-I,E-H,F-P WEBS 2x4 SPF No.2*Except* M-N:2x6 SPF No.2,A-L:2x4 SPF 210OF 1.8E B-L,C-K,E-I:2x3 SPF No.2 OTHERS 2x6 SPF No.2 REACTIONS. (lb/size) M=1175/0-5-8,P=1412/0-3-8 Max Harz M=277(LC 11) Max Uplift M=-95(LC 10),P=-237(LC 14) Max Grav M=1322(LC 29),P=1726(LC 29) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-M=-1230/122,A-B=-4556/476,B-C=-3072/207,C-E=-1419/49,H-O=-145/1277, F-O=-145/1277 BOT CHORD L-M=-485/289,K-L=-732/4650,I-K=-397/2829,H-1=-164/1214 WEBS A-L=-293/4548,B-L=-1093/140,B-K=-1858/340,C-K=0/607,C-1=-1817/262, E-H=-1660/224,E-1=-52/1015,F-P=-1729/361 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 ,\)N GARCC 3)Unbalanced snow loads have been considered for this design. _��rn Sy 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs O� non-concurrent with other live loads. r<< r 5)Provide adequate drainage to prevent water ponding. ' 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. +t)5�(� 9)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. �} fir'(.; C 10 Bearingat joints P considers parallel to rain value using ANSIfTPI 1 angle to rain formula. Building designer should verify �j, Q STV 1 ( ) P 9 9 9 9 9 9 fY p, capacity of bearing surface. Slo�,�( �•� 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)M except Qt=lb) P=237. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,711-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek@ connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek, is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPIi Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314, Bradford,ON,L3Z 3G7 Job Truss s Type Qty Ply -PAC-3905 172nd St NE-Arlington-WA I U1351289 25191 E1 Common 8 1 -Alliance Job_Refe_renc_eio venal) l Truss (CA), Abbotsford,BC-V2S 7P6, $.310 s May 22 2019 MiTek Industries,Inc.Tue Jun 11 14,01:27 2019 Page 1 ID:rCTnlKGiuyDTtyZuzi FbeDzlU3dr4_XmDn1ZEk2vB?miHbk11wb5i4cRbbp_vmDEYbwxz7Kns NO 8 7-5-0 1-10-8 4-2-8 3-2-8 4.12 12 4x4 - Scale=1:54.8 H C 3x4 3x4 ��t D L m C1 ` !� G F E 1.5x4 I I 3x6 1.5x4 11 = [ 4-2-8 750. 4-2-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.58 Vert(LL) -0.01 F-G >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.11 Vert(CT) -0.02 F-G >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.49 Horz(CT) -0.00 E n/a n/a BCLL 10.0 Code IBC2015/TPI2014 Matrix-MP Weight:61 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No,2 except end verticals. WEBS 2x4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B-F,D-F:2x3 SPF No.2 WEBS 1 Row at midpt C-F,D-E REACTIONS. (lb/size) G=517/0-5-8,E=320/0-5-8 Max Horz G=221(LC 13) Max Uplift G=-170(LC 10),E=-149(LC 11) Max Grav G=527(LC 25),E=357(LC 24) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-G=-483/346,D-E=-397/321 BOT CHORD F-G=-293/276 WEBS B-F=-163/313,D-F=-273/341 NOTES- 1)Wind:ASCE 7-10;Vult=1'IOmph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.0psf;h=36tt;Cat.II;Exp B;Enclosed: MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19,9 psf or 2,00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. GAR(,, 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) \VAS '9 G=170,E=149. L; oaf k� /9 OO' rssf O AL June 14,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MlTE3C REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate[his design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the Q� fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPIi quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job toss Type Qty !Ply AC-39D5172nd Sit NE-Arlington-WA U1351290 25191 IE2 Common 4 i 1 1 I Job Reference O'tiontef_ Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MlTelc Industries,Inc. Tue Jun 11 14:01:28 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-YA59Q6asVM 12cwHT9SC981 FGyrxgYUCvfuH8SOz7Knr :1-10-8 4-2-8 , 7-5-0 - 1-10 8 4.2.8 4.12 12 4x4 _ Scale=1:54.8 5x10 C J' 3B g I ,4x4 - m 4x8 = ' 1 ; A - d G F E 1.5x4 II 3x8 = 1,5x4 II 4.24 4-2-8 Plale_0f(sets(K Y)-. P:0.2-0.0-2-1A jH.0-3,4 94-01 _ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.1 13. 5 TC 0.54 Vert(LL) -0.01 F-G >999 240 MT20 197/144 (Roof Snow=2 Lumber DOL 1.15 BC 0,11 Vert(CT) -0.02 F-G >999 180 BCDL 13.0 Rep Stress Incr YES WB 0,29 Horz(CT) 0.00 1 n/a n/a _ BCDL 10.0 BCDL 10.0 Code IBC2015/TP12014 Matrix-MP Weight:74 Ito FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2"Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B-F,D-F:2x3 SPF No.2 WEBS 1 Row at midpt C-F,D-I OTHERS 2x6 SPF No,2 REACTIONS. (lb/size) G=516/0-5-8,1=278/0-3-8 Max Horz G=136(LC 11) Max Uplift G=-98(LC 10),1=-97(LC 11) Max Grav G=516(LC 1),1=292(LC 24) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-G=-482/210 WEBS D-1=-304/229 NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. \�pN GAk(-. 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8)Bearing atjoint(s)I considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify 0 capacity of bearing surface. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)G,1. v` ,9586 V SS,/ONAL-V. �. June 14,2019 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MU-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p/t building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing f iTe I<is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the y� fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314, Bradford,ON,L3Z 3G7 Job Tfu88 s Type City [Ply -PAC-3905 172nd St NE-Arlington-WA IU1351291 126191 E3 Monopitch 10 1 1. Job Reference��pU.Ohel) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, &310 s May 22 2019 MiTek Industries,Inc, Tue Jun 11 14.01:29 2019 Page 1 I D:rCTmK6iuyDTt_yZuzrFbe Dzl USd-ONfXcSbU GgOvE4sfj9jOg W oN_EOoHww2uY 1 i_gz7Knq 7-1-1 13-7-2 7-1-1 6-6-1 Scale=1:27.3 E 4.12 i12 �� 3x493 -/ i 4x4 i I � v 6 o I G F C 1.5x4 II 3x5 = 4x5 = 7-1-1 13-7-2 7-1-1 0-0-1 Plate onsets(x,vy-Sao-2-aa1�l�[c o-2 0,�-®],LEg� J. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.78 Vert(LL) -0.07 C-G >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.58 Vert(CT) -0.14 C-G >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.33 Horz(CT) 0.03 F n/a n/a BCLIL 10.0 BCDL 10.0 Code IBC2015ITP12014 Matrix-MS Weight:56 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-7 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals,and 2-0-0 oc purlins(10-0-0 max.):B-C,A-B. WEBS 2x4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. D-G:2x3 SPF No.2,C-H:2x6 SPF No.2 WEBS 1 Row at midpt D-F REACTIONS. (lb/size) C=636/0-5-8,F=631/Mechanical Max Horz C=100(LC 10) Max Uplift C=-50(LC 10).F=-93(LC 10) Max Grav C=688(LC 31),F=856(LC 29) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-C=-1432/115,B-D=-1393/109,E-F=-304/79 BOT CHORD C-G=-212/1316,F-G=-212/1315 WEBS D-G=0/304,D-F=-1372/222 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4,2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8)Refer to girder(s)for truss to truss connections. %\,A S/ '1 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s)C,F. O� ��-�• 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. �ss-10 llA1.V~V` June 14,2019 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing w e;���• is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the MI fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI1`TPI1 qualify Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Truss Type Oty FV 7_'Y_AC-3905 172nd St NE-Arlington-WA r25191 E4 IGABLE 2 1 L U1351292 Ob Reference(optional) Alliance Truss (CA), Abbotsford,BC-V23 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:01:30 2019 Page 1 ID:rCTmK6iuyDTl_yZuzrFbeDzIUSd-VZDvroc6l zHmsERsGtFdDjKWOeSKOOCC6CmF WGz7Knp 13.7-2 13-7-2 fi Scale=1:26.2 4.12 F2 O E �f r'p i P 5x7 B '3x5•_ -�� o aLi U 0 0 C N M, L K J 1 5x10 MT18HS = 13.7-2 13-7-2 Plate Offsets-(_X;Y-_A 12.4,o-1-t3],_&] 0-4-2,0.3'4],,C:O!&0,0.1-10� LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.93 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.75 Vert(CT) n/a n/a 999 MT18HS 197/144 TCDL 13.0 Rep Stress Incr YES WB 0.13 Horz(CT) 0.04 1 n/a n/a _ BCLL 10.0 Code IBC2015/TP12014 Matrix-S Weight:61 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals,and 2-0-0 oc purlins(6-0-0 max.):B-C,A-B. WEBS 2x4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 2-11-1 oc bracing. C-O:2x6 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. All bearings 13-7-2. (lb)- Max Horz C=121(LC 38) Max Uplift All uplift 1.00 lb or less at joint(s)I,J,K,L,M except C=-1523(LC 37).N=-536(LC 38) Max Grav All reactions 250 lb or less at joint(s)I except C=1612(LC 44),J=281(LC 70),K=269(LC 70). L=259(LC 70),M=303(LC 70),N=658(LC 27) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-C=-4322/4231,B-D=-3486/3398,D-E=-2625/2521,E-F=-1968/1917,F-G=-1287/1252, G-H=-616/595,A-B=-895/894 BOT CHORD C-N=-3923/3833,M-N=-3088/3088,L-M=-2422/2423,K-L=-1802/1803,J-K=-1182/1183, I-J=-562/563 WEBS D-M=-269/100,B-N=-660/633 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSITTPI 1. Esnow1loads ha have been(flat considered Category ;for this desi nExp B;Partially Exp.;Ct=1.10 [�1`I C�ARCy 4)Unbalanced �? 5)Provide adequate drainage to prevent water ponding. g q�'WAS S 6)All plates are MT20 plates unless otherwise indicated. 7)All plates are 1.5x4 MT20 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing. — 9)Gable studs spaced at 2-0-0 oc. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. �/•• % 39586 12)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 13) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)I,J,K,L,M ON,/\Lv% except(jt=lb)C=1523,N=536. 14)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 13-7-2 for 310.0 plf. June 14,2019 151 GraDhical pudin re resentation does not deDict the size or the orientation of the Durlin allona the too and/or bottom chord. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system-Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only,Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job jTR159 s Type Oty IMy -PAC-3905 172nd St NE-Arlington-WA U1351293 I25191 EV1 Monopitch Supported Gable 41 Reference(OpU0n80 Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MITek Industries,Inc. Tue Jun 11 14:01:31 2019 Page 1 ID.i CTI i iK6iuyDTtyZuLi FbuDzIUSd-zlriH28cloHPdTO02gamslxtrO2nllrMLLsW p3jz7l<no 4-1-11 -3-11-13 4-1-13 8-2-14 9-2-14 0-1-14 3-11-13 4-1-13 4-1-1 1-0-0 ' Scale=1:25.5 0.25 12 1.5x4 1.5x4 11 B C D 3xl0 - E F A o 3x4 = 3x4 = H G B-2-14 tS-'L-14 Plate Offsets jC'r} �D:0-1.12,0.141 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) -0.25 G-H >387 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.80 Vert(CT) -0.50 G-H >193 180 TCDL 13.0 Rep Stress Incr YES WB 0.27 Horz(CT) 0.01 G n/a n/a BCLL 10.0 Code IBC2015/TP12014 Matrix-P Weight:33 lb FT=20 BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) H=582/8-2-14,G=459/8-2-14,B=137/Mechanical Max Horz H=20(LC 9) Max Uplift H=-97(LC 8).G=-59(LC 12).B=-37(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD C-H=-330/139 BOT CHORD G-H=-257/577 WEBS D-G=-592/264,D-H=-602/253 NOTES- 1)Wind:ASCE 7-10:Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MVVFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end Vertical left eXposed;U-U for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25,0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e,diagonal web). 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. NN GAR(,, 9)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide C MASS will fit between the bottom chord and any other members,with BCDL=10.Opsf. 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi, 11) Refer to girder(s)for truss to truss connections. 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)H,G,B. 39586 ONAL���� June 14,2019 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ! a truss system-Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage- For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N,Lee Street,Suite 312,Alexandria,VA 2231C Bradford,ON,L3Z 3G7 Tnms Type Qty !Ply `'AC-3905 172nd St NE-Arlington-WA 91 �EV2 Monopitch 10 P II1 U1351294 Lob Reference(options _ Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:01:32 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-RyLfGUdNZbXU5YaEOIH518PODS71 UIdVaWFMb9z7Knn -4-1-11 4-1-7 , B-2-14 1 9-2-14 4-1-11 t 4-1.7 44-7 1.0.0 Scale=1:25.5 0.25 112 1.5x4 i 300 = 1.5x4 11 B C D E I i a, 71, o� 7 G F 3x4'= 3x4 4-0-3 8-2-14 Plate Otfsefs-(&Y LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.25 F-G >387 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.80 Vert(CT) -0.50 F-G >193 180 TCDL 13.0 Rep Stress Incr YES WB 0.27 Horz(CT) 0.01 F n/a n/a _ BCLL 10.0 Code IBC2015/TP12014 Matrix-MP Weight:33 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) G=595/0-5-8,A=122/Mechanical,F=456/0-5-8 Max Horz G=20(LC 9) Max Uplift G=-100(LC 8),A=-33(LC 8),F=-58(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-G=-369/155 BOT CHORD F-G=-249/561 WEBS C-G=-580/243,C-F=-580/258 NOTES- 1)Wind:ASCE 7-10;VuIt=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1,10 3)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8)Refer to girder(s)for truss to truss connections. GAI?(, 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)A,F except Qt=lb) 19586 Of, �c1ST11 css�o,NnL���� June 14,2019 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev,10/03/2015 BEFORE USE, Design valid for use only with MiTekO connectors-This design is based only upon parameters shown,and is For an individual building component,not Eta truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 Quality Criteria,DSB-89 and SCSI Building Component 1D0 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,Road 3G7 Job Truss 3 Type Oly Ply -PAC-3905 172nd St NE-Arlington-WA U1351295 25191 EV3 Monopilch 2 1 Job Reference(optional) Allianee Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:01:33 2019 Page 1 I D:rCTn1KG1 uyDTtyZuzrFbeDzl U3d-vOv2Tge?I<ufLj h9Ry?ol<rMyDPsTsDICep9?v7bz7Knm _ -1-" 4-1-12 I 8-3-8 1-0-0 4-1-12 4-1.12 I 1 0 0 Scale=1:19.0 0.25 12 1.5x4 II 3x10 = 1.5x4 II B C D E A G 3x4 = F 3x4 = B-3-8 r 8-3-8 Plate Offsets(X,Y) LOADING (psf) I SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.18 Vert(LL) -0.26 F-G >379 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 i BC 0.82 Vert(CT) -0.51 F-G >189 180 TCDL 13.0 Rep Stress Incr YES WB 0.31 Horz(CT) 0.01 F n/a n/a BCLL 10.0 10.0 Code IBC2015/TP12014 Matrix-MP Weight:29lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) G=472/0-5-8,F=472/0-5-8 Max Horz G=18(LC 9) Max Uplift G=-78(LC 8),F=-62(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. BOT CHORD F-G=-284/645 WEBS C-G=-666/281,C-F=-666/294 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.G psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)G,F. CiA/ZC;I 39586��, �<v� cIST►n .a �sS�UNAL June 14,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M('� I lek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPl1 quality Criteria,DSB-09 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,Road 3G7 Job N8s )Type oly Ply - PAC 3905 172nd St NE-Arlington-WA U1351296 :25191 EV4 Monopitch 4 1 Job Reference(optional) Alliance Truss (CA), Abbotsford,BC-V2S 71126, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:01:33 2019 Page 1 I D:rCTmK6iuyDTt-yZuzrFbeDzl USd-v8v2Tge?KufLjh9Ry?oKrMyDPsTsDICep9?v7bz7Knm -1-0-0 t 4-1-12 + 8-3-8 9-3-8 1-0-0 4-1-12 4-1-12 1-0-0 Scale=1:19.0 0.25 12 1.5x4 3x10 = 1.5x4 II B C D E A G 3x4 = F 3x4 1 � I _Plat@ Oftsets'ixsY�-.�C:O'1�12�0~?-8I: LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.1 13. 5 TC 0,18 Vert(LL) -0.26 F-G >379 240 MT20 197/144 (Roof Snow=2 Lumber DOL 1.15 BC 0.82 Vert(CT) -0.51 F-G >189 180 BCDL 10 Rep Stress Incr YES WB 0.31 Horz(CT) 0.01 F n/a n/a _ BCLL 10.0 BCDL 10:0 Code IBC2015ITP12014 Matrix-MP I Weight:29 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) G=472/0-5-8,F=472/0-5-8 Max Horz G=18(LC 9) Max Uplift G=-78(LC 8),F=-62(LC 12) FORCES. (Ib)-Max.Camp./Max,Ten.-All forces 250(Ib)or less except when shown. BOT CHORD F-G=-284/645 WEBS C-G=-666/281,C-F=-666/294 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5,Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25,0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)G,F. �v�r c�7�rtr��4 \AS 1j June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ulf-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system Before use,the building designer must verify the applicability or design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mire k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPl1 quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 'Job Mnm s Type Qty Ply -PAC-3905 172nd St NE-Arlington-WA 1 U1351297 25191 IG1 Flat Girder 1 _ 1 2 Job Reference loptiol Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:01:34 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFboDzIUSd NKSQh9fd6CnCKrkdVjJZNZVKGFvPyD7olpkTflz7Knl 5-11-8 5.11-8 3x4 = 3x4 = Scale=1:29.9 A B f y� F D G E 7x8 = C 2x4 .1 2x4 i 1 2-11-12 5-11-8 2.11-12 2-1142 _ Plate Offsets 75-40-1-B7r LD:0a1-0.0 4-12]. LOADING (psf) S 13. PACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=2 TCLL 20) Plate Grip DOL 1.15 TC 0.43 Vert(LL) -0.01 C-D >999 240 MT20 197/144 Lumber DOL 1.15 I BC 0.42 Vert(CT) -0.02 C-D >999 180 TCLL 3.0 Rep Stress Incr NO WB 0.20 Horz(CT) -0.00 C n/a n/a BCLL 10.0 BCDL 10.0 Code IBC2015ITP12014 Matrix-MP Weight:77 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 REACTIONS. (lb/size) E=2369/0-5-8,C=2531/0-5-8 Max Horz E=-94(LC 10) Max Uplift E=-377(LC 8),C=-428(LC 9) Max Grav E=2477(LC 2),C=2601(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-E=-1590/332,A-B=-864/152,B-C=-1590/351 WEBS A-D=-280/1654,B-D=-291/1654 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Tup c1ulds Lo aiuLAud ds fullowb.2n4-1 row at 0-9-0 6G. Bottom chords connected as follows:2x6-2 rows staggered at 0-5-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. Cl 7i( 8)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9 Provide mechanical connection b others of truss to bearing late capable of withstanding 100 lb uplift at'oint s except t=lb ( Y ) 9P P 9 P 1 ( ) P (1- ) E=377,C=428. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1370 lb down and 195 lb up at 0-11-8,and 1574 lb down and 264 lb up at 2-11-8,and 1576 lb down and 262 lb up at 4-11-8 on bottom chord. The design/selection of such connection device(s)is the responsibility of others- Np, k�C3,9 1 o-, �S r 1L1\.. LOADCASE(S) Standard S/(a7�Al 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 June 14,2019 Confinued on,1 7777nv'.'lZd G-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. for use only with MiTek@ connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate[his design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIf Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 IT. }Type Qly iPly fAC-3905172nd St NE-Arlington-WA U1351297 G1 'Flat Girder 1 I I Job Rellefence lOp(onal) ibbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:01:34 2019 Page 2 ID:rCTmK6iuyDTlyZuzrFbeDzIUSd-NKSQh9fd5CnCKrkdVjJZNZVKGFvPyD7olpkTflz7Knl E=-20 Vert:D=-1537(F)F=-1280(F)G=-1539(F) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II.7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ME building design. Bracing indicated is to prevent buckling of individual truss web andW ctaud marribe only.Additional tempofary and permanent bracing M i l e lc is always required for stability and to prevent col with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSYMI quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,Road 3G7 Job 'Truss s Type Qly Ply PAC-3905 172nd St NE-Arlington-WA 25191 G2 Common Girder 1 I 1 Job Reference(optlonal) Alliance Truss (CA). Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc.Tug Jun 11 14:01:35 20. I D:rCTmK6iuyDTtyZuzrFbeDzl USd-rXOouVgFs Ww3y?Jp3Qgown 1 TgfH DhfgxGTUOC, I 3-2-8 6-5-0 3-2-8 3-2-8 4.12 12 4x4 = Scale=1:5, G B H 3x4 3x4 \\ fi t i / W F- I EJ ' 2 2x4 11 2x4 11 6x8 3-2-8 _8.50 -3.2.8 Plate Offsets(X,Y}- 1_C:0-",0-"._[E:0.4-0,0.4-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d 1 PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.57 Vert(LL) -0.01 D-E >999 240 I MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.25 Vert(CT) -0.02 D-E >999 180 TCDL 13.0 Rep Stress Incr NO WB 0.31 Horz(CT) -0.00 D n/a n/a BCDL 10.0 * Code IBC2015/TP12014 Matrix-MP Weight:65 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt B-E,A-F,C-D REACTIONS. (lb/size) F=815/0-5-8,D=937/0-5-8 Max Horz F=-151(LC 12) Max Uplift F=-201(LC 10),D=-291(LC 11) Max Grav F=836(LC 2),D=961(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-F=-628/271,C-D=-628/326 WEBS A-E=-225/502,C-E=-253/502 NOTES- 1)Wind:ASCE 7-10;Vu1t=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MVVFHS(envelope)gable end zone and G-C Exlerlor(2)tune;udntilevel left wid light expused,eiid vetliudl left enpubud,C-C ful members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) F=201,D=291. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)397 lb down and 100 lb up at \�Na,' GAR(. 1-6-4,and 397 Ib down and 100 Ib up at 3-6-4,and 400 Ib down and 158 Ib up at 5-64 on bottom chord. The design/selection of ?AS such connection device(s)is the responsibility of others. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). � J LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-B=-76,B-C=-76,D-F=-20 r ;9586 r Concentrated Loads(Ib) �J�` 'd�L1ST1�L� �c�, Vert:1=-387(B)J=-387(B)K=-391(B) /s,S AL �G�v �O r June 14,2019 ,&WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekOO centmKtors.This design is based only upon parameters shown.and Is lot an Individual building Component,notNN" a truss system.Before use,the building designer must verify the applicability of design parameters and property incorpornle this design Into the overall ;� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord memaeis only Additional temporary and permanent bracing Ml lek• is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and bu56 systems,see ANSPMI1 Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safely informallon available Uom Truss Plate Institute,218 N.des Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 ;Job runs Type Qty Ply PAC-3905 172nd St NE-ArNngt"MA U1351299 :25191 �G3 `Flat Girder 1 1 Jo¢Reference•(o�ibnal� _ Allienoe Truss (CA). Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:01:362019 Page 1 I D:rCTmK6iuyDTtyZuzrFbe Dzl U Sd-JjaA6rg td p2va9uOd7L 1 S_ahy3a VQ7 P4V7Da kwz7Knj 5-11-8 5.11-6 44 = 4x4 = Scale=1:29.9 A B I I �• I l F D G E 7x8 = C 2x4 ':I 2x4 II d 2-1i-12 5.11.8 2-t1-12 2-11-12 Plate Offsets QX Y [D: 4-0 0-4-12 _ LOADING (psf) I SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.35 Vert(LL) -0.01 C-D >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.44 Vert(CT) -0.02 C-D >999 180 TCDL 13.0 Rep Stress Incr NO WB 0.22 Horz(CT) -0.00 C n/a n/a BCLL 10.0 I Code IBC2015/TP12014 I Matrix-MP Weight:42 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 REACTIONS. (lb/size) E=1053/0-5-8,C=1233/0-5-8 Max Horz E=-92(LC 10) Max Uplift E=-220(LC 8),C=-265(LC 9) Max Grav E=1067(LC 2),C=1248(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-E=-933/267,A-B=-467/114,B-C=-933/286 WEBS A-D=-204/883,B-D=-215/883 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except Qt=lb) E=220,C=265. 8)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. N^I GA/1��� 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)878 lb down and 197 lb up at A�7' 2-3-4,and 878 lb down and 197 lb up at 4-3-4 on bottom chord. The design/selection of such connection device(s)is the O 7 responsibility of others. <<' / ry 10) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). % ris . 2 LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) E 586 Concentrated Loads(lb) 20 ���{+�'�%STk:- Vert:F=-871(F)G=-871(F) SS/�)�AL`;�V June 14,2019 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7472 rev.10/03/2015 BEFORE USE. ^� Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only.Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 j lOb ITWS s Type Oty Ply -PAC-3905 172nd St NE-Arlington-WA U1351300 ;25191 IG4 Common Girder 1 1 I I I Job Refemnea iona) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MITek Industries,Inc. Tue Jun 11 14:01:37 2019 Page 1 I D:rCTmK6iuyDTt_yZuzrFbeDzl USd-nvBYJ Bh WO7AmBJTCBrtG?C7p7T?09r..hFjn77G M77Kni 3.2-8 8,5.0 3-2-8 3-2-8 4.12 112 4x4 = Scale=1:54.9 G B H 3x4 _ 3x4 A ' C \1 i ic6 i FI J E K D 2x4 11 2x4 I I 3x8 3-2-8 6-5-0 3-2-8 3-2-8 Plate Offsets MY}- (CCr0-0�00&0-0], LOADING (psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) /deft Lid PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.55 Vert(LL) -0.01 E >999 240 MT20 197/144 TCDL 13.0 Lumber DOL 1.15 BC 0.10 Vert(CT) -0.01 E >999 180 BCLL 10.0 Rep Stress Incr NO WB 0.09 Horz(CT) -0.00 D n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-MP Weight:65 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt B-E,A-F,A-E,C-D,C-E REACTIONS. (lb/size) F=369/0-5-8,D=340/0-5-8 Max Horz F=-151(LC 12) Max Uplift F=-204(LC 10),D=-179(LC 11) Max Grav F=369(LC 1),D=357(LC 48) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-F=-298/243,C-D=-327/298 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members end forces&MWFRG for reactions shown;Lumber DOL-1.33 plate grip DOL-1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) F=204,D=179. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)46 lb down and 216 lb up at 0-6-14,and 43 lb down and 221 lb up at 2-6-14.and 43 lb down and 221 lb up at 4-6-14 on bottom chord. The design/selection of \�[aI� GARC�-4 such connection device(s)is the responsibility of others. 9) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). _ Gy, LOADCASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-B=-76,B-C=-76,D-F=-20 Concentrated Loads(Ib) Vert:1=-44(B)J=-38(B)K=-38(B) /$Tt SS�ONAI- GN�� June 14,2019 ®WARNING-Veriry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PA GE 11111-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTekO connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall W11, building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only,Additional temporary and permanent bracing Mire is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI TPN Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss I Type Qty :Ply '-PAC•3905 172nd St NE-Arlington-WA 25191 H1 iMlonopllch 4 1 1 I U1351301 {Job Reference(optional) Alliance Truss (CA), AbbOtsford.BC-V2S 7136, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:01:38 2019 Page 1 I D:rCTmK6iuyDTt_yZuzrFbeDzl USd-G6ixWXi89R Id pT20kYOVXPf?ntKyu?wNyRigopz7Knh -1-1Q`8 4 7 0 7-40 1-10.8 4-7.0 2.9-0 4.12 _72 Scale=1:50.2 D 2x4 11 G C 44 /B A✓, \\1 I N 4 1.sx4 1 5x6 4-7-0 4-7.0 Plate Offsets.&Y}- LOADING (psf) I SPACING- 2-0-0 CS]. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 I Plate Grip DOL 1.15 TC 0.46 Vert(LL) -0.02 E-F >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.19 Vert(CT) -0.04 E-F >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.34 Horz(CT) -0.00 E n/a n/a BCLL 10.0 ' I Code IBC2015/TP12014 I Matrix-MP Weight:45 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2"Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B-E:2x3 SPF No.2 WEBS 1 Row at midpt C-E REACTIONS. (lb/size) F=321/0-5-8,E=464/0-5-8 Max Horz F=170(LC11) Max Uplift E=-281(LC 11) Max Grav F=353(LC 25),E=542(LC 21) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD C-E=-499/253,B-F=-279/62 WEBS B-E=-240/414 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and Forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. ��I`1 GARC� 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) 9 WAS E=281. 395 GlSTlazti' ONAL June 14,2019 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ����• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MIT OW storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPI1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road I Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 ,Job Truss ;Type Qly Ply -PAC-3905 172nd St NE-Arlington-WA U1351302 �261911 H2 GABLE 1 1 ! b Reference(ofional J Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTBk Industries,Inc. Tue Jun 11 14:01:39 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFboDzIUSd klGJktjmwlcQURcdolGvk4dC7AGTmdPmXB5SELFz7Kng 5-5-6 I 11-5-8 65 B 6-0-0 Scale:3/8"=1' C 4.12 F1 i i O 3x5 i B /y _I- /� i 5x6 G H✓ 4x5 = 5x6 = 5x6 F E D 5-5-8 6-8-8 11-5-8 ,_ i �•Ci•0 1.3-0 4-9-0 Plate orrese(s(&y)- .P:0.4-o.0-o-11A,[D':d o�; 01[c:o-1-a.o+�2�, LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.67 ` Vert(LL) -0.06 G-H >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.98 I{ Vert(CT) -0.09 G-H >833 180 TCDL 13.0 Rep Stress Incr YES WE 0.56 Horz(CT) 0.02 D n/a n/a BCLL 10.0 BCDL 10.0 Cade IBC2015/TP12014 Matrix-MS Weight:56 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-7 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2"Except` BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. C-D,B-G:2x3 SPF No.2 WEBS 1 Row at midpt B-D,A-G OTHERS 2x4 SPF No.2 REACTIONS. All bearings 5-0-8 except Qt=length)H=0-5-8,F=0-3-8. (lb)- Max Horz H=209(LC 44) Max Uplift All uplift 100 lb or less at joint(s)except H=-1427(LC 36),D=-593(LC 45),E=-244(LC 59),F=-635(LC 36) Max Grav All reactions 250 lb or less atjoint(s)except H=1629(LC 57),D=872(LC 28),E=339(LC 44),F=606(LC 57) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-B=-2908/2642,B-C=-1972/1911,A-H=-1591/1444 DOT Cl IORD (3-11--042/290,F-0--2724/20179,E-F--2724/20179,D-E--2054/207 1 WEBS B-G=-856/934,B-D=-1464/1292,A-G=-2442/2644 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. `�(�N U�l��,f� 5)All plates are 1.5x4 MT20 unless otherwise indicated. \IA, 6)Gable studs spaced at 2-0-0 oc. 0' 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide N` will fit between the bottom chord and any other members,with BCDL=10.Opsf. 9)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1427 lb uplift at joint H,593 lb uplift at joint D,244 Ib uplift at joint E and 635 lb uplift at joint F. 11)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist 0�1 k 39586 G'JSl G 1ICN drag loads along bottom chord from 6-8-8 to 11-5-8 for 747.8 plf. �'S S' �-N June 14,2019 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only,Additional temporary and permanent bracing Wei,, 1 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criferia,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Jab [T"I"i Type Qty :Ply PAC-3905 172nd St NE-Arlington-WA ° U1351303 � ]25191 H3 MONOPiITCH 2 1 IJab Reterenae o(�tionel� _ Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:01:40 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzl USd-CUghxDjOg2YL2mCnszQzdglLAg_UMrAgQlBnthz7Knf 5-10-12 11-5-8 5-10-12 5-6-12 Scale=1:30.5 C D 4.12 112 /J 3x4 13 i i 5x6 A G F 2A 11 3x4 = 44 =E 5.10.12 11-5-8 5-10-12 5-6-12 Plate Offsets(X,Y)-_[A:Edge,O_2-O]_[C:0-2_14,0-04]_P[ .0-1-8,D-2_81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 BCDL 13. TC 0.46 Vert(LL) -0.03 G-H >999 240 MT20 197/144 (Roof Snow=2 13.0 Lumber DOL 1.15 BC 0.31 Vert(CT) -0.06 G-H >999 180 Rep Stress Incr YES WB 0.61 Horz(CT) 0.01 F n/a n/a BCDL 10,0 BCDL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:45 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2"Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. C-F,A-H:2x4 SPF No.2 REACTIONS. (lb/size) H=530/0-5-8,F=556/Mechanical Max Horz H=101(LC 14) Max Uplift H=-28(LC 10).F=-92(LC 14) Max Grav H=555(LC 3),F=631(LC 20) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-690/60,A-H=-489/86 BOT CHORD F-G=-158/600 WEBS B-F=-671/179,A-G=-2/492 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp,;Ct=1,10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 6)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7)Refer to girder(s)for truss to truss connections. ,�(� GAR(. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 28 lb uplift at joint H and 92 lb uplift at WAS joint F. O _ ire 39586 � 4" 4lSTtiRi; ��' N- I-��`� June 14,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev,10/03/2015 BEFORE USE, I Design valid for use only with MiTekaO connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate[his design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing FIT!is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPH Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Ob fuss :Type fQty Ply PAC-3905 172nd Sl NE-Arlington-WA 2$191 H4 IMOr10{IItCI'1 3 U1351304 I 1 i Job R•-yfereeoe LoptionalL _ Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 6.310 s May 22 2019Il Industries,Inc. Tue Jun 11 14:01:40 2019 Page 1 I D:rCTmKGiuyDTt_r2uzlf beDzI U3d-C UghxDjOg2YL2mCnszQzdglKsg_XMr3yQlBnthz7lQif -1-11-6 5-10-12 11-5-8 1-11-8 5-10-12 4 5-6-11 Scale=1:30.5 D E 3x5 ' 4.12 .12 3x4 J C H G 2x4 11 3x4 = 4x4 =F 5-10-12 11-5-8 5-I0-12 *441 Plate Offsets(X,Y)-- fB:0-3-0,0-2-01,fD:0-2-14,0-0-41,IG:0-1-8,0-2-81 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (joc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.55 Vert(LL) -0.03 H-1 >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 I BC 0.31 Vert(CT) -0.06 H-1 >999 180 BCDDL 13.0 • Rep Stress Incr YES WB 0.60 Horz(CT) 0.01 G n/a n/a BCDL 10.0 I Code IBC2015/TP12014 I Matrix-MS Weight:47 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. D-G,B-1:2x4 SPF No.2 REACTIONS. (lb/size) 1=705/0-5-8,G=541/Mechanical Max Harz 1=127(LC 10) Max Uplift 1=-97(LC 10),G=-90(LC 14) Max Grav 1=729(LC 21),G=636(LC 21) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-C=-680/54,D-G=-253/78,B-1=-674/183 BOT CHORD G-H=-150/585 WEBS C-G=-650/168,B-H=-1/532 NOTP-S- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. `�[,ti 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. Gqn���� S/ 8)Refer to girder(s)for truss to truss connections. O� _ 4- 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 97 lb uplift at joint I and 90 lb uplift at joint G. ,SS•�UNAL�,�I June 14,2019 e WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors.This design is based only upon parameters shown,and is for an individual building component,not . a Truss system,Before use,the building designer must verify the applicability of design parameters and properly incorporate[his design into the overall l building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Qualify Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Streel,Suite 312,Alexandria,VA 22314, Bradford,ON,Liz 3G7 ,Job Truss i Type 101y Ply PAC-NU 172nd St NE-Arlington-WA U1351305 25191 :H5 Monoplich 1 t i 1 1 Job Reference(optional) Alliance Truss (CA), Abbotsford.BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:01:41 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-ggO39ZkORMgCgwnzQhxC91 HVc4DW5MxgePxKP7z7Kne 1-11$ 4-7-14 9-5-12 1-11-8 4-7-14 4-9-14 Scale=1:27.5 D i 4.12 ;12 3x4 f G r � C i I , 4x5 n F E 4x5 = 3x4 9-5-12 9.5-12 Plate 0ffsets.(X,Y)--__[8:0_2_8�0-1_12J,jC 0-1-12,0-1-t3].[E:Edge.0-1-81,[P:Edge 0 2- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.55 Vert(LL) -0.26 E-F >418 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.71 Vert(CT) 0.53 E-F >210 180 TCDL 13.0 Rep Stress Incr YES WB 0,33 Horz(CT) 0.01 E n/a n/a BCLL 10.0 BCDL 10.0 Code IBC2015/TP12014 ` Matrix-MS I Weight:37 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B-F:2x4 SPF No.2 REACTIONS. (lb/size) E=425/0-5-8,F=621/0-5-8 Max Horz F=107(LC 10) Max Uplift E=-74(LC 14),F=-92(LC 10) Max Grav E=494(LC 21),F=643(LC 21) FORCES. (lb)-Max.Comp./Max,Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-F=-348/147 BOT CHORD E-F=-175/400 WEBS C-E=-434/204,C-F=-404/111 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces$MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. GAI? 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. B Provide mechanical connection b others of truss to bearing late capable of withstanding 74 lb uplift at joint E and 92 lb uplift at ��AS/�� ( Y ) 9P P 9 P 1 P �r joint F, CO 7 0 �9586 <v L/STt=�C" v June 14,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE 11411-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek&connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate[his design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Welk' always required for stability and to prevent collapse with possible personal injury and properly damage, For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP11 quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safely Information available from Truss Plate Institute,218 N,Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss 1 Type City Ply •PAC-3905 172nd St NE-Arlington-WA U1351306 25191 H6 MonopHch 1 1 Job Reference 401gndl) Alliance Truss (CA), Abbotsford.BC-V2S 7P6, 8.310 s May 22 2019 MiTek Induslrfes,Inc, Tue Jun 11 14:01:42 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbe Dzl USd-8txRMvlcCfo314L0zOSRi FghZUYhq ptzt3guxoz7 Knd 4-7-14 9-5.12 4-7-14 4-9-14 Scale=1:27.5 C 2x4-r11 4.1277 / 3x4 % F 0 2x4 E D 45 = 3x4 9.5.12 9-5-12 _ Plate Offsets_(&Y}._�81)1-12,0-1 8) ]D:Edge;0-1 8],(E:Edge.0-2-0] LOADING (psf) I SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) -0.26 D-E >418 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.71 Vert(CT) -0.53 D-E >210 180 BCDLL 10.0 Rep Stress Incr YES WB 0.35 Horz(CT) 0.01 D n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:35 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. A-E:2x4 SPF No.2 REACTIONS. (lb/size) D=443/0-5-8,E=443/0-5-8 Max Horz E=81(LC 11) Max Uplift D=-76(LC 14),E=-23(LC 10) Max Grav D=493(LC 20),E=464(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. BOT CHORD D-E=-185/422 WEBS B-D=-461/216,B-E=-342/109 NOTES- 1)Wiud.ASCE 7-10,Vull-110mpli(3-beuund yubl)Vdbd-87 mpll,TCDL-4.2pbf,BCDL-9.0psf,h-36f1,Cdl.11,Exp B,Enulused, MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 76 lb uplift atjoint D and 23 lb uplift at joint E. (,y GA12���� 'AS/1 39586 r r ss/UN'ALrLti� June 14,2019 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek@ connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTe;c i is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI7TPI1 Quality Criteria,DSB-09 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N,Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss 'T Type My Ply 0AC-3905172nd St NE-Arlington-WA U1351307 25191 117 Monopitch 1 1 Job Reference(optional Alliance Truss (CA), Abbo!sford.BC.V2S 7P6. 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:01:42 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-BtxRMvleCfo314L9zOS Ri Fqf?Ug?q tnzt3guxaz7 Knd 4-5-12 10-7-8 4-5-12 6-1-12 Scale=1:23.2 C 3x41f1 i 4.12 N 3x4 l A I �• M � Ii { 3x4 = E D 1.5x4 II 3x4 = 45.4 4-5•;12 10-7-8 4-5-4 0-OL8 6-1-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.1 13. 5 TIC0.57 Vert(LL) -0.04 D-E >999 240 MT20 197/144 (Roof Snow=2 Lumber DOL 1.15 BC 0,24 Vert(CT) -0.07 D-E >985 180 BCDL 13.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 D n/a n/a BCDL 10.0 BCDL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:34 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) A=155/0-5-8,E=609/0-5-8,D=246/0-5-8 Max Horz A=105(LC 10) Max Uplift E=-79(LC 10),D=-42(LC 10) Max Grav A=157(LC 2),E=657(LC 3),D=294(LC 20) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS B-E=-514/191 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 79 lb uplift at joint E and 42 lb uplift at joint D. WAS o .0 ;9>r June 14,2019 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate[his design into the overall building design. Bracing indicated is to prevent buckling or individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. 100 Industrial Road Bradford,ON,L3Z 3G7 Job Truss a Type Oty Ply -PAC-3905 172nd St NE-Arlington-WA U13513011 I25191 H8 IMW wMtch 1 I Job Reference Wnal) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:01:43 2019 Page 1 I D:rCTml(GiuyDTt_rZuzrrbe Dzl UGd-c3Vga CmGzzwwwCwMXGzgCG NpJu01 IZI<1 G6jQRUOz7l<nc _ -1-10-8 4-5-12 10-7-8 1-10$ 45.12 8.1-12 Scale=1:23.3 U l3*-4 r 4.12 12 /� I J / 3x4 y C / i n B -T7 m l A i 3x5 = F E 1.5x4 II 3x4 4-5-4 12 10-7-8 4:H 0 6-1-12 Plate Offsets(X,Y)-- fB:0-0-8,Edge1 LOADING (psf) i 25.0 I SPACING- 2-0-0 CSI. � DEFL. in (loc) I/deft Lid PLATES GRIP TCLL Plate Grip DOL 1.15 I TC 0.60 Vert(LL) -0.04 E-F >999 240 MT20 197/144 (Roof Snow=2 25. TCDL 10) + Lumber DOL 1.15 BC 0.24 Vert(CT) -0.08 E-F >957 180 ep BCLL 10' 0 I Code IBC2015/TPI2 1 Stress Incr 4 Matrix-MS I Horz(CT) 0.00 E n/a n!a BC Weight:36 lb FT=20% QL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) B=333/0-5-8,F=570/0-5-8,E=250/0-5-8 Max Horz B=130(LC 10) Max Uplift B=-66(LC 10).F=-69(LC 14),E=-43(LC 10) Max Grav B=368(LC 20),F=637(LC 3),E=308(LC 21) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS C-F=-516/184 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for nlembers and forces&MWFRS for reactlons shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25,0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times Flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 66 lb uplift at joint B,69 lb uplift at joint F and 43 lb uplift at joint E. Cam~ GAR(,I9 e ti June 14,2019 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. pulp,� Design valid for use only with MiTek@ connectors.This design is based only upon parameters shown,and is for an individual building component,not I a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing iTek•is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss Type Qly Ply PAC--3905 172nd St NE-Arlington-WA U1351309 25191 Jt GABLE Ii 1 Job Reference[o�stbnal Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MITek Industries,Inc. Tue Jun 11 14.01:55 2019 Page 1 I D:rCTmK6iuyDTlyZuzrFbe Dzl U Sd-GNEM5Lvo8fRD M4rfEd B U k_sn2jxLNZMtsbK4vKz7KnQ 7.10.14 15-0-5 22-1-11 29-3-2 35a 8 41e5 10 47 B A 7.10.14 7-1-7 -- 7-1-7 7-1-7 6-1-4 6-1� 6-2-10 6x10 MT18HS = Scale=1:94.8 4.12 [11-2 5x6 7x8 = N P Q R SBA T B V W 7x8 % 4x6 l ---�- M r t' \ X x6 3 K L_ I� W 5x7 J B_ _�• C \ I 3x6 H-` f BG/ \ $F w G-� 4 4x7 % BV a:l F 131 BE px10 �4 o 10 II \t ,� a D E i� �� 3x7 II BB \� PY �� 3 II ? i 3x4 = B iI 3L BI nABU--�i'- m', [.3x7 I tit. 3ui2•1II �, l _-_�� �1 r -AX AW �AV AU AT ASYY AR AP AN AM AL AK AJ At AH AG AF 'AE •AD AC AB AA 4x6 4 7x8 = 3x7 it AQA6Q- 3x7 II 6x8 = 6x8 = 10x12 = 4x10MT18HS II 3x5 ';I 7xB - 3x5 5x6 = 3x5 11 4x7 4x7 9.6-10 18.11-14 29-2-6 29-3-2 354.8 41.5.10 41 0 47-8.4 9-6-10 9-5-4 10-2-8 0.0-12 6.1.4 6.14 0.0-6 6.2.4 Plate Offsets(X,Y)-- [A:0-2-10,0-0-7],[C:0-3-4,0-1-8],[G:0-2-0,0-0-8],[G:0-2-12,0-2-8],[I:0-1-9,Edge],[K:0-3-12,Edge],[0:0-6-12,0-1-3],[U:04-0,0-1-3],[U:0-0-8,0-2-8], [V:0-1-12,0-0-10],[Y:0-3-12,0-1-8],[Z:0-3-8,Edge],[AC:0-6-0,0-2-12],[AF0.3-0,0.1.81,[AG:0-3-8,0-3-0],[AJ:0-3-8,0-3-0],[AK:0-3-0,0-3-0],[AN:0-3-0 .0.1.81,[A0:0-2-12,0-1-81,[AV:0-4-00.2-12],[AW 0-M,044n,1813*-2-0,0.0.1211113&0-2-0,_0!1� LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ltd PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 1.00 Vert(ILL) -0.09AA-AB >763 240 MT20 197/144 (Roof Snow=2 Lumber DOL 1.15 BC 0.93 Vert(CT) -0.13AA-AB •>543 180 MT18HS 197/144 BCD 13.L 10.0 • Rep Stress Incr NO WB 0.84 Horz(CT) -0.04 AM n/a n/a BCDL 10.0 Code IBC2015ITP12014 Matrix-MS Weight:442 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-8-14 oc purlins, O-U:2x6 SPF No.2 except end verticals;and 2-0-0 oc purlins(4-3-5 max.):O-U. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 3-4-12 oc bracing. WEBS 2x4 SPF No.2*Except* WEBS 1 Row at midpt G-BL,R-AG,U-AC,Y-Z,V-AC,AF-BA, BO-BP,BP-BQ,AC-BQ:2x8 SPF 1950F 1.7E O-AJ OTHERS 2x4 SPF No.2 2 Rows at 1/3 pts K-AQ JOINTS 1 Brace at Jt(s):AY,AZ,BA,BE,BC,BD,BE,BF,BI,BL,BM,BN REACTIONS. All bearings 41-8-12 except Qt=length)Z=0-5-8. (Ib)- Max Horz A=361(LC 44) Max Uplift All uplift 100 Ito or less at joint(s)AH,AL,AM,AX except A=-713(LC 36), AQ=-931(LC 36),AJ=-1095(LC 37),AG=-1047(LC 37),Z=-2240(LC 59), AD=-351(LC 37),AE=-101(LC 38),AF=-1030(LC 36),A1=-257(LC 38),AK=-108(LC 44),AN=-886(LC 36),AP=-123(LC 45),AR=-120(LC 36),AS=-269(LC 44), AT=-498(LC 36),AU=-298(LC 45),AV=-506(LC 36),AW=-2189(LC 56),AC=-264(LC 39) Max Grav All reactions 250 lb or less at joint(s)except A=877(LC 57),AQ=1026(LC 57),AJ=1201(LC 56),AG=1133(LC 56),Z=2272(LC 42),AD=403(LC 54), AE=408(LC 31),AF=1067(LC 55),AH=297(LC 72),AI=540(LC 31),AK=312(LC 29), AL=358(LC 73),AM=281(LC 73),AN=971(LC 57),AP=337(LC 73),AR=337(LC 29), AS=334(LC 55),AT=576(LC 57),AU=514(LC 26),AV=801(LC 29),AW=2186(LC 37), AX=809(LC 29),AC=1410(LC 73),AC=1155(LC 1),A=283(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-2609/2474,B-C=-944/826,C-D=-1799/1722,D-F=-1114/1060.F-G=-680/654, PNs GAII G-H=-3207/3153,H-J=-2255/2209,J-K=-1600/1583,K-L=-4264/4254,L-M=-3736/3737, WA.S `9 M-N=-3049/3081,N-0=-2431/2477,O-P=-2961/3057,P-Q=-2198/2243,Q-R=-1575/1674, O ��- R-S=-2313/2438,S-T=-1621/1752,T-U=-1001/1132,U-V=-461/580,V-W=-430/610, W-X=-804/945,X-Y=-1485/1491,Y-Z=-2192/2232 y` ;n G BOT CHORD A-AX=-2144/2056,AW-AX=-715/660,AV-AW=-947/891,AU-AV=-2998/3004, - AT-AU=-2285/2292,AS-AT=-1573/1579,AR-AS=-860/867,AQ-AR=-392/398, AP-AQ=-1961/1945,AN-AP=-1737/1720,AM-AN=-1024/1008,AL-AM=-450/434, AK-AL=-1162/1146,AJ-AK=-1774/1758,AI-AJ=-498/482,AH-A1=-1091/1075, AG-AH=-1 68811672,AF-AG=-594/543,AE-AF=-1307/1256,AD-AE=-2019/1968, �!� /• 't)3t6 AC-AD=-2732/2681 k CJISI't:SLSO �C+ WEBS C-AV=-2282/2284,AV-BL=-3249/3160,BK-BL=-3038/2954,G-BK=-3404/3308, S S,/1/N,11 V- G-BJ=-1918/1849,BI-BJ=-2127/2061,AQ-B1=-2213/2137,AQ-BH=-2778/2720, BG-BH=-2652/2598,K-BG=-3528/3448,K-BF=-3181/3172,BE-BF=-3182/3171, BD-BE=-31 8 113 1 69,AJ-BD=-3182/3169,O-BC=-227012218,BB-BC=-2496/2438, June 14,2019 Gontinuod on oaotAS-813=2427/2372.R-AG=1 03 711 0 1 0.R-BA=1749/1693.AZ-BA=2551f2493. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7471 rev,10/03/2015 BEFORE USE, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mire Ic is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPII Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,1-3Z 3G7 IJob Truss i Type Oty Ply PAC-3905 172nd St NE-Arlington-WA U1351309 26191 J1 GABLE 1 1 � Jab Relerenc:e Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:01:56 2019 Page 2 I D:rCTmK6iuyDTtyZuzrFbeDzl U Sd-IcZol(l hwQvzZ4zEQDoKijGCPyo7Ha60c15F3dRmz7KnP NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL-1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSIFrPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)All plates are 2x4 MT20 unless otherwise indicated. 8)Gable studs spaced at 2-0-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 11) Bearings are assumed to be:Joint 1 SPF No.2 crushing capacity of 425 psi,Joint 29 DF No.2 crushing capacity of 625 psi,Joint 26 SPF No.2 crushing capacity of 425 psi. 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ito uplift atjoint(s)AH,AL,AM,AX except Qt=lb)A=713,AQ=931, AJ=1095,AG=1047,Z=2240,AD=351,AE=101,AF=1030,AI=257,AK=108,AN=886,AP=123,AR=120,AS=269,AT=498,AU=298,AV=506,AW=2189,AC=264, A=713, 13)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bolloln chord from 0-0-0 to 41-6-0 for 356.2 pit. 14)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15)This truss has large uplift reaction(s)from gravity load case(s).Proper connection is required to secure truss against upward movement at the bearings.Building designer must provide for uplift reactions indicated. 16) No notches allowed in overhang and 0 from left end and 0 from right end or 12"along rake from scarf,whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching,provide at least one tie plate between each notch. LOAD CASE(S) Standard 1)Dedd+Snuw(IldlarlceU).Luftiw IIIUItldSH-1.15,Plate hlueabe-1.15 Uniform Loads(pit) Vert:A-BU=-76,0-BU=-114,0-U=-114,U-Y=-114,Z-BR=-20 ®WARNING-Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not • a truss system.Before use,the building designer must verify the applicability or design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job ITruss 7 Type Qty Ply [PAC 3905 172nd St NE-Arlington-WA U1351310 126191 I IJ2 Piggyback Base �3 1 'Job Reference(optional Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:01:57 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl U Sd-CIL6 W 1 x2gGhxbN?2M2EypPy7sXh9rS iAKupBzCz7 KnO 7-101 I -7 47$414 17-1 7-0 1 7-1-7 7.1-7 8-1.4 6-1-4 6.2-10 Scale=1:82.8 5x10 MT18HS = 4.12-,1 3x5 = 5x8 = F O V H 5x6 4x5 •�, �•� ``` I 3x6 % E 3x6 p W T R „ A\ 2x4 \\ i%� �/ �� �/ \\�. I `r. �L'' w q '_i." `;� // ``\ �\ - lam'`\, •i'. r / P W X O N Y z M AA AB L AC K AD J 4x5 3x5 = 48 = 6x12 MT18HS = 4x5 — 6x10 = 3x5 11 4x5 9-6-10 18-11-14 28-6-10 29.2. 35-4-6 41-5-10 41•6-0 47-8-4 r 0610 i 9-5.4 9.6.12 T0,8$ 6-1�4 6.1� 006 6.2�1 { Plate Offsets(X,Y)-- [A:0-2-8,Edgej,(C20-2-12,0.1.8],(E:0-1-12,0-2-OL(F:05-0.0.1-131,(H:0.4-8,0-241,0:0-3A,0.1-12),IJ:0-3.0,044",(K:0-5.0,0-3-41,[M:0-3-8,0-3-41, LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.98 Vert(LL) -0.41 M-N >836 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.65 Vert(CT) -0.60 M-N >571 180 MT18HS 197/144 TCDL 13.0 Rep Stress Incr YES WB 0.91 Horz(CT) 0.04 M n/a n/a BCLL 10.0 Code IBC2015FFP12014 Matrix-MS Weight:236 lb FT=20% BCDL 10.0 LUIVIBER- BRACING- TOP CHORD 2x4 SPF No.2`Except' TOP CHORD Structural wood sheathing directly applied, except end verticals,and D-F:2x4 SPF 210OF 1.8E 2-0-0 oc purlins(9-2-13 max.):F-H. BOT CHORD 20 SPF 210OF 1.8E'Except* BOT CHORD Rigid ceiling directly applied or 4-9-15 oc bracing. K-M,J-K:20 SPF No.2 WEBS 1 Row at midpt E-M,G-L,G-K,H-K,I-K,F-M WEBS 20 SPF No.2"Except` H-K:2x6 SPF No.2 REACTIONS. All bearings 0-5-8 except Qt=length)M=0-3-8. (lb)- Max Horz A=258(LC 14) Max Uplift All uplift 100 lb or less at joint(s)A except J=-529(LC 20),M=-338(LC 10),K=-173(LC 11) Max Grav All reactions 250 Ito or less at joint(s)J except A=1128(LC 38), M=3639(LC 38),K=1435(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-2442/225,B-C=-2192/198,C-E=-600/23,E-F=-150/1519,F-G=-55/733,G-H=-23/491, H-1=-66/631,1-J=-71/641 BOT CHORD A-P=-415/2272,N-P=-214/1139,L-M=-1250/149,K-L=-733/96 WEBS B-P=-597/202,C-P=-128/1190,C-N=-1179/246,E-N=-97/1478,E-M=-1934/294, F-L=-102/1080,G-L=-651/156,G-K=-301/478,H-K=-662/156,I-K=-850/148, F-M=-1782/268 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for (�N L-A 2(:.� members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 \\`AS/ 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11:Exp B;Partially Exp.;Ct=1.10 \kN 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)All plates are MT20 plates unless otherwise indicated. — 6)Bearing capacity is increased by the plate at joint(s)M.Plate must be within 1/4 in of bearing surface. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. �{�� �i'/.lri9 Tl:�\\� 9)Bearings are assumed to be:Joint 1 SPF No.2 crushing capacity of 425 psi,Joint 11 DF No.2 crushing capacity of 625 psi,Joint 10 SPF No.2 crushing capacity of 425 psi,Joint 13 DF No.2 crushing capacity of 625 psi. 10) Bearing at joint(s)M,K considers parallel to grain value using ANSI1TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s)A except Qt=lb) June 14,2019 ranti#fi22aAAer2k 2(=173. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiT®k' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Toll Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road f Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314, Bradford,ON,L3Z 3G7 I Job Truss Type Oty P!y PAC-3905 172nd St NE-Arlington-WA U1351310 25191 J2 Piggyback Base 3 1 Job Reference !tone! Alliance Truss (CA). Abbotsford.SC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:01:58 2019 Page 2 ID.i CTn iK6iuyDTtyZuzi FbeDzl USd-yyvUjNxl IRapuDXeEvIIBl-dUHcx1 OdvxKYYYkWez7Kl iN NOTES- 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekOO connectors.This design is based only upon parameters shown,and is for an individual building component,not «. a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing FITe�` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIfri li Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314, Bradford,ON,L3Z 3G7 'Job IT(Un Type Qty Ply �AAG 3905172nd St NE-Arlington-WA U1351311 25191 IJ3 PiggyhaCk Base 3 1 ! Job Reference Itionel). Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 a May 22 2019 M1Tek Industries,Inc. Tue Jun 11 14:01:59 2019 Page 1 I D:rCTmK6i uyDTt_yZuzrFbe Dzl USd-88TtxjyJCuxfq h9QTTGQuq 1 TLKN SJ M 3TnCl H25z7Kn M _ 7-10-14 15-0-5 22-1-11 29-3-2 35-4-6 41-5-10 47-6-4 7.10.14 7-1-7 7-1-7 7-1-7 6-1-4 8 1 4 6 2�10 Scale=1:85.1 5x10 MT18HS 412 i12 3x5 = 5x7= 4x6 = F G x H 4x6 = 4x5 3x6 y W /�' '{,• �� 3x6 p ��� ;i l '•� v V 2x4 \\ / �\ ��' �'�� I 'Pi" A m Ll o o P Y Z O N AA AB M AC AD L AE K AF J 3x6 = 3x6 = 7x10 MT18HS = 4x5 = 3x6 = 5x10 = 3x4 11 4x5 = 9 1110 18 5 8 28b10 ?%43; 36.4-6 41-5-10 a1 47-8r4 ~-9$10 9.10.14 9.1.2 Oa9.8 B-1-4 8.1 -B 8-24 Plate Offsets(X,Y)-- [A:0-2-8,Edge],[C:0-2-12,0-1-8],[E:0-24,0-1-12],[F:0-5-0,0-1-13],[1-1:0-3-12,0-2-4],[1:0-1-8,Edge],[K:0-5-0,0-3-0],[L:0-1-12,0-1-8],[M:0-2-O,Edge], [N:0-2-8 0-1-8] [P:0-2-12 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.91 Vert(LL) -0.31 M-N >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.66 Vert(CT) -0.48 P-T >724 180 MT18HS 197/144 TCDL 13.0 Rep Stress Incr YES WB 0.92 Horz(CT) 0.04 M n/a n/a BCLL 10.0 BCDL 10.0 Code IBC2015lTP12014 Matrix-MS Weight:249 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, D-F:2x4 SPF 210OF 1.8E except end verticals,and 2-0-0 oc purlins(2-2-0 max.):F-H. BOT CHORD 2x4'SPF 210OF 1.8E*Except* BOT CHORD Rigid ceiling directly applied or 4-9-2 oc bracing. K-M,J-K:2x4 SPF No.2 WEBS 1 Row at micipt C-N,E-M,G-L,G-K,H-K,I-K,F-M WEBS 2x4 SPF No.2*Except* H-K:2x6 SPF No.2 OTHERS 2x6 SPF No.2 REACTIONS. All bearings 0-5-8 except Qt=length)M=0-3-8,U=0-3-8. (lb)- Max Harz A=261(LC 14) Max Uplift All uplift 100 lb or less atjoint(s)A except M=-336(LC 10),K=-170(LC 11).U=-636(LC 21) Max Grav All reactions 250 lb or less atjoint(s)U except A=1122(LC 39). M=3616(LC 39),K=1520(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-B=-2433/220,B-C=-2184/192,C-E=-497/8,E-F=-154/1539,F-G=-60/759,G-H=-30/543, H-1=-71/663 BOT CHORD A-P=-415/2263,N-P=-217/1115,L-M=-1269/148,K-L=-759/97 WEBS B-P=-597/202,C-P=-123/1218,C-N=-1208/248,E-N=-88/1431,E-M=-1950/291, F-L=-97/1050,G-L=-624/153,G-K=-325/444,H-K=-628/148,I-K=-951/155, F-M=-1767/265,1-U=-109/637 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; ,v�v GAR MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for I members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 OC A 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. _ 5)All plates are MT20 plates unless otherwise indicated. 6)Bearing capacity is increased by the plate atjoint(s)M.Plate must be within 1/4 in of bearing surface- 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. N 19586 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Uj. will fit between the bottom chord and any other members,with BCDL=10.Opsf. 9)Bearings are assumed to be:Joint 1 SPF No.2 crushing capacity of 425 psi,Joint 11 DF No.2 crushing capacity of 625 psi,Joint 21 SS/(DNA 1 rNG SPF No.2 crushing capacity of 425 psi,Joint 13 DF No.2 crushing capacity of 625 psi. 10) Bearing at joint(s)M,K.U considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Julie 14,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 0I-7473 rev.10/03/2015 BEFORE USE. OF Design valid for use only with MiTekO connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web andlor chord members only, Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,1_3Z 3G7 `JOO Two :Type Qty Ply PAC-3905 172nd St NE-Arlington-WA U1351311 25191 J3 Piggyback Base 3 1 _ Job Reference(oQeogal) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:01:59 2019 Page 2 ID:rCTmK6iuyDTtyZuzrFboDzlUSd-88TtxjyJCuxfghDQTTCQuq 1 TLKNSJM3ToCIH26z7KnM NOTES- 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)A except Qt=lb)M=336,K=170,U=636. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev.10103(2015 BEFORE USE, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verily the applicability of design parameters and properly incorporate[his design into the overall II building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Well is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the- fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI17PI1 Quality Criteria,DSB-09 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 (Job rues Type Qty Ply PAC-3905 172nd St NE-Arlington-WA l �J,111 U1351312 46191 [GABLE 1 1 Job Reference(optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:02:01 2019 Page 1 I D:rCTm K6iuyDTtyZuzrFbeDzl USd-4XbdLO_ZkVBM4?I pbtl uzF6pQ82vnGcmF W nO6zz7 KnK 7-10-14 1 15-0-5 22-1-11 29-3-2 35-4-6 41-5-10 47-8-4 ' 7-10-14 7-1-7 + 7-1-7 } 7-1-7 6-1-4 6-1-4 6-2-10 y Scale=1:82.8 5x10 MT18HS = 4.12 12 3x5 = 5x10 MT18HS = F G H I J AL K L AF �� 5xs 1 4x5 't� '•., �.� M E 3x6 /%/ �•� `� I �\ AK /� �• 1 \ti [ 3x6 D AJ m �. \\\�\ 0 Il I 10 II �\ Ilk AA +\ A.�/ •\ /� � ��\[� � I it \:` �,. rrd Z AM AN Y X AO AP V v U T S R Q P O AQ N 4x5 3x6 = 3x6 = W 3x5 = 6x10 = 3x5 II = 4x5 = 6x10 = 9-6-10 19-5-8 28$10 29.3.2 35.46 41-510 4f -0 47.84 �941.10 9.10-14 9.1-2 O 8 8 &1 4 &144 0 B 9 2.4 Plate Offsets(X,Y)-- (A:0-2-S.Edge).IC:0-2-12,0.1-81,(E 0.1-8 0.2.0j,[F:0-5-0,0-1-13],[L:0-5-0,0-1-13],[M:Edge,0-2-0],[N:0-3-0,0-1-8],[0:0-5-0,0-3-4],[W:0-2-4,Edge], PX 0_28 a1-8�[Z0-2-12.a1-a] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc I/defl L/d PLATES GRIP TCLL 25.0 ( ) (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.94 Vert(LL) 0.30 W-X >999 240 MT20 197/144 TCDL 13.0 Lumber DOL 1.15 I BC 0.66 Vert(CT) -0.47 Z-AI >726 180 MT18HS 197/144 BCLL 10.0 Rep Stress Incr YES WB 0.92 Horz(CT) 0.04 W n/a n/a BCiDL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:302 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals,and D-F:2x4 SPF 210OF 1.8E 2-0-0 oc purlins(10-0-0 max.):F-L. BOT CHORD 2x4 SPF 210OF 1.8E`Except" BOT CHORD Rigid ceiling directly applied or 4-8-9 oc bracing. O-W,N-O:2x4 SPF No.2 WEBS 1 Row at midpt C-X,E-W,I-S,L-O,M-O,F-W,R-AC,V-AF WEBS 2x4 SPF No.2"Except' JOINTS 1 Brace at Jt(s):AA,AB,AC,AD,AE L-O:2x6 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. All bearings 13-2-2 except Qt=length)A=0-5-8,N=0-5-8,0=0-5-8,0=0-5-8. (lb)- Max Horz A=258(LC 14) Max Uplift All uplift 100 lb or less at joint(s)A.S.Q,R,T.U,0 except N=-464(LC 34),W=-264(LC 10),P=-112(LC 40),V=-120(LC 22) Max Grav All reactions 250 lb or less at joint(s)S,N,P.T.V except A=1122(LC 38),W=3266(LC 38).Q=292(LC 31),R=319(LC 38),U=251(LC 43).0=734(LC 38). 0=584(LC 1) FORCES. (Ib)-Max.Comp./Max,Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-2434/215,B-C=-2184/188,C-E=496/4,E-F=-158/1536,F-G=-60/902,G-H=-60/902, H-1=-60/902,I-J=-17/458,J-K=-17/458,K-L=-17/458,L-M=-55/600,M-N=-57/576 BOT CHORD A-Z=-406/2264,X-Z=-208/1111,V-W=-1288/161,U-V=-1288/161,T-U=-1288/161, S-T=-1288/161,R-S=-902/127,Q-R=-902/127,P-Q=-902/127,O-P=-902/127 WEBS B-Z=-596/203,C-Z=-123/1219,C-X=-1209/248,E-X=-88/1429,E-W=-1945/291, F-AF=-43/627,AE-AF=-74/799,AD-AE=-64/730,S-AD=-65/727,I-S=-516/84, I-AC=-68/660,AB-AC=-104/895,AA-AB=-99/871,O-AA=-95/828,L-0=-681/140, M-0=-7 9 511 31,F-W=-1374/196,J-AB=-272/55,R-AC=-284/45 [a� GAJq�/Q NOTES- AS 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for ^` members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 y .7• 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 A.- 4)Unbalanced snow loads have been considered for this design, %• 'r,A STg N. 5)Provide adequate drainage to prevent water ponding. �S' t(G\� 6)All plates are MT20 plates unless otherwise indicated. S•/ r 7)All plates are 2x4 MT20 unless otherwise indicated. UNAI- 8)Gable studs spaced at 2-0-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. June 14,2019 Continued on nacre 2 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB•89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N,Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job TNSS s Type lily Ply -PAC-3905 172nd St NE-Arlington-WA 25181 j){ U1351312 Job Reference(optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:02:02 2019 Page 2 ID:rCTrnK6iuyDTlyZuzrFbeDzIUSd-Zj9?Zk_BVpJDtl9t?Bbp7WTf AYO8WjsvTAWyfQz7KIIJ NOTES- 10)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 11) Bearings are assurned to be:Joint 1 SPF Nu,2 crushing capacity of 425 psi,Joint 15 DF Nu.2 uiushiny capacity or 625 psi,Juint 14 SPF No.2 crushiiiy capacity of 425 psi ,Joint 15 DF No.2 crushing capacity of 625 psi. 12)Bearing at joint(s)W,O considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)A,S.Q.R,T,U,O except Qt=lb)N=464,W=264,P=112 ,V=120. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 1*081 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPIf Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,1-3Z 3G7 lJbb �Type (sty ply fPAC-3905 172nd St NE-Arlington-WA U1351313 191 JS Piggyback Base 2 1 1 j Job Reference(apilam Alliance TrM (CA), Abbotsford,BC-V2S 7128, &310 s May 22 2019 MITek Industries,Inc. Tue Jun 11 14:0204 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-V6Gm_QOR1 QZxxS1 OGOsbbukKFL?r_bRCxU?2jlz7KnH 7-10-14 15-0-5 21-1032 I 953-2 1 354-6 10 47-8-4 7-1-7 6-9-17-10-14 7- 6-14 6-1-0 6-2-10 Scale=1:85.5 4.12 112 5x6 = 3x5 — 5x10 MT18HS = 2x4 II ( _J X K H 4x5 3x6 W �� \`. 3x5 F -i ;` \`\ •.\\ ���, 2x4 \\ /�/' r/ ` ./ •'.\ •\,\ ;'f 5x6 D I I v\� :i m C T Y S R Z AA Q AB AC P O AD N AE M 5x6 = 3x5 = 3x6 = 4x5 = 10x12 = 4x5 = 3x6 = 3x8 = 3x4 II 9-6-10 18-5-10 26-2-8 20-3-2 364.6 41-,f*-10 47-84 9-6-10 8-11-0 7-8-14 3-0-10 6-1-4 6-1-4 6-2-10 Plate Offsets(X Yk- fA:0-24,0-1$],_M*004-12.0-1-8),.[c 0-1-12A-2-91.[K:a5 0,0-1-13�,.,[L 0 z-0,0-1,12J (P:0.2 ,a2 ,•(R_a2-Boo-1-8J,-[T;0-1-12,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.90 Vert(LL) -0.48 P-Q >530 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.97 Vert(CT) -0.67 P-Q >383 180 MT18HS 197/144 TCDL 13.0 Rep Stress Incr YES WB 0,98 Horz(CT) 0.03 Q n/a n/a BCLL 10.0 * Code IBC2015ITP12014 Matrix-MS Weight:254 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SPF No.2*Except` except end verticals,and 2-0-0 oc purlins(6-0-0 max.):B-C,I-K,A-B. C-S,Q-S:2x4 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SPF No.2*Except* WEBS 1 Row at midpt G-Q,J-P,J-N,K-N,L-M,H-Q,I-Q H-Q,C-U:2x6 SPF No.2 REACTIONS. (lb/size) C=909/0-5-8,M=611/0-5-8,Q=3021/0-5-8 Max Horz C=224(LC 14) Max Uplift C=-67(LC 10),M=-104(LC 11).Q=-358(LC 10) Max Grav C=1054(LC 42),M=976(LC 4),Q=4002(LC 42) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-2363/172,B-D=-2322/169,D-E=49921143,G-H=-13511483,H-1=-94/1470, I-J=-409/256,J-K=-392/99,K-L=-485/81,L-M=-838/131 BOT CHORD C-T=-361/2180,R-T=-175/840,Q-R=-512/10,P-Q=-832/68,N-P=-256/422 WEBS D-T=-783/197,E-T=-111/1329,E-R=-1355/241,G-R=-126/1559,G-Q=-1694/250, I-P=-117/1328,J-P=-780/185,J-N=-66/608,K-N=-466/119,L-N=-60/621,H-Q=-399/89, I-Q=-1906/232 NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.IH;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. `� GAR(, 5)All plates are MT20 plates unless otherwise indicated. WAS -11 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. O .1• 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf, 8)Bearings are assumed to be:Joint 3 SPF No.2 crushing capacity of 425 psi,Joint 13 SPF No.2 crushing capacity of 425 psi,Joint 17 — DF No.2 crushing capacity of 625 psi. 9)Bearing atjoint(s)Q considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 39586 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)C except Qt=lb) �r� `Ws /• L/STV� 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. sQ,10 �l V• 4t, June 14,2019 A WARNING-Verify design parameters and READ NOTES ON THIS ANO INCLUDED MITEK REFERANCE PAGE Mil.7473 rev.10/03/2015 BEFORE USE, Design valid For use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not , a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPH quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,Road 3G7 Job iTruss ;Type Qty Ply •PAC39D5172nd St NE-Artbngton-WA i25191 IGABLE 1 1 U1351314 Job Reference(optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, &310 s May 22 2019 MlTek Industries,Inc. TueJun 11 14.02:07 2019 Page 1 I D:rCTmK61uyDTtyZuzrFbeDzl USd-vhyucS2KJLy W owmzx8PJD W M rTZOcBzmedS EI Kdz7KnE 7-10 14 15A 5 21-10-2 29-3-2 354-0 41$10 4744 7-10-14 I 7-1-7 8.9.13 7-5-0 6-1-4 6-1-4 6-2-10 Scale=1:86 n 412 ;12 5x10 = 3x5 = 5x6 = . 'I. J K AU L M N O 3x6 4x 4x5 � P. H N �11 I P Q 3x6 G F 'A 3x5 E // \\\ �\ 7 C 4%7 4x7 N Id 1 5x6 = D // \\ t3 y o AS ZX c; C AB AV AA Z AW AX Y AY AZ x- W V ,U T .S R ] 5x6 = 3x5 = 3x6 = 4x5 = 7x10 = 3x5 = 5x6 = 3x8 = 3x5 II 9.6-10 18-5-10 26-2-8 29-3-2 35.4.6 35 6.2 41-5- 0 47-8 4 — tU 8.11-U 7 15 14 3.0-10 6.1-4 0.3 2 641-8 6-2-10 1 Plate Offsets(X,Y)-- [A:0-2-4,0-1-8],[E:0-1-12,0-1-8],[G:0-1-12,0-2-0],[I:0-6-8,0-2-4],(N:0.1-12,0.0-10),[R 03-0.0-"],[W:0-3-0,0-3-0],[X:0-2-0,0-1-8],[Z:0-2-8,0-1-8], LOADING (psf) I SPACING- 2-0-0 I CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 `I Plate Grip DOL 1.15 TC 0.91 Vert(LL) -0.44 X-Y >249 240 MT20 1971144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.96 Vert(CT) -0.60 X-Y >182 180 TCDL 13.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.03 Y n/a n/a BCLL 10.0 Code IBC2015/TP12014 Matr[x-MS Weight:350 Ib FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SPF No.2"Except' except and verticals,and 2-0-0 oc purlins(10-0-0 max.):B-C,I-M, C-AA,Y-AA:2x4 SPF 2100F 1.8E A-B. WEBS 2x4 SPF No.2`Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. H-Y,C-AR:2x6 SPF No.2 WEBS 1 Row at midpt G-Y,J-X,M-U,H-Y,I-Y,N-AE I-AH,AH-AI,AI-AJ,AJ-AK,AK-AL,AM-AN,AN-AO,AO-AP,AP-AQ:2x8 JOINTS 1 Brace at Jt(s):AC,AD,AF,AG OTHERS 2x4 SPF No.2 REACTIONS. All bearings 12-3-10 except Qt=length)C=0-5-8,Y=0-5-8. (Ib)- Max Horz C=224(LC 14) Max Uplift All uplift 100 lb or less at joint(s)C,X,U,S,T,V except R=-401(LC 34),W=-183(LC 22).Y=-315(LC 10) Max Grav All reactions 250 lb or less atjoint(s)R,S,W except C=1068(LC 42). X=844(LL;41),X=3Y2(LL;1).U=4/2(LL;21). 1=336(LU 34),V=3bO(LU 41), Y=3487(LC 42) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-2389/176,B-D=-2348/173,D-E=-2019/147,E-G=-286/9,G-H=-130/1455, H-1=-90/1441,I-J=-5/529,J-K=0/327,K-L=0/327,L-M=0/327,M-N=0/358,N-0=-7/371, O-P=-25/380,P-Q=-47/378,Q-R=-60/426 BOT CHORD C-AB=-365/2205,Z-AB=-179/866,Y-Z=472/5,X-Y=-914/80,W-X=-529/56,V-W=-529/56, U-V=-529/56 WEBS D-AB=-782/197,E-AB=-111/1327,E-Z=-1355/241,G-Z=-125/1560,G-Y=-1696/250, I 75 1 1 /4 1B E=-566/92, 28 3 AC AD—539/8,Q-AC=-513/83,HY395 87,1-Y1408/174, AD AE O-AD=-256/60,T-AD=-290/66,L-AF=-266/47,V-AF=-258/45 l�� \VAS11,� NOTES- L 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry C Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. � �r7 39586 -� 3 TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Ex B;Partial)YEx .;Ct=1.10 �IS7 LPL 4)Unbalanced snow loads have been considered for this design.5)Provide adequate drainage to prevent water ponding. N AL 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable studs spaced at 2-0-0 oc. June 14,2019 n desi ned for a 10.0 DSf bottom chord five load nonconcurrent with any other live loads. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,1II-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTekO connectors.This design is based only upon parameters shown,and is for an individual building component,not "=NO a truss system Before use,the building designer must verify the applicability or design parameters and properly incorporate this design into the overall building design- Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracingk• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIr quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 rb Truss Type City iPly " PAC-3905 172nd St NE-Arlington-WA U1351314 r25191 J6 GABLE 1 1 Job Reference optional-_ Alliance Tnlss (CA), Abbotsford,BC-V2S 71136, 8.310 s May 22 2019 MITek Industries,Inc. Tue Jun 11 14:02:07 2019 Page 2 I D:rCTmK6iuyDTtyZuzrFbeDzl U Sd-vhyucS2KJLyW owmzx8PJD W MrTZOcBzmedSEi Kdz7KnE NOTES- 9)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 10) Bearings are assumed to be:Joint 3 SPF No.2 crushing capacity of 425 psi,Joint 23 SPF No.2 crushing capacity of 425 psi,Joint 25 DF No.2 crushing capacity of 625 psi ,Joint 24 SPF No.2 crushing capacity of 425 psi. 11) Bearing at joint(s)Y considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)C,X.U,S,T,V except Qt=lb)R=401,W=183,Y=315. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE. Design valid For use only with MiTelc®connectors.This design is based only upon parameters shown,and is for an individual building component,not S a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only.Additional temporary and permanent bracing Mire is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see - ANSIITP11 Quality Criteria,DSB-09 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 !Job Truss IType Gky 1PIy1 PAC-3905 172nd St NE-Arlington-WA 25181 J7 I��� g + 1 I U1351315 Job Reference o tional Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:02:08 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl U Sd-Nt W Gpn3y4f4N P4L9V swYlkv2ezRVW U7os6zGs3z7Kn D 7-m3 13-&2 19.10.7 26.5.4 292-14 7-1-13 6-4-5 B 4-6 6-&13 2.9-10 1 4.1277 A.i4.. O 1:52.7 H '2K4- 4x4 4x6 F � i 3x4 �/ A E. � 1.5x4 N 4x4 o - M L K P Q C 4x10 = J 3x5 = 4x5 = 5x6 = 5x6 9-5-2 1 17-7-2 26-5-4 9-5-2 _ 8-2-0 _ 8-10-2 ___ Plate OM sets(X,Y}-_ [A 0-2 4L0 1-6J.[C:0 6 6,0-0-14],(E:0-1-B.0-1 BJ.[�o -oaEdgeJ [a:01-s.a�-ej.(H:0 2A.0-D-12J.[J:0.3-0,0-2-1-2J,[K:0-2-12.0-2.41,IMA-2-0,0-1-6J LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.81 Vert(LL) -0.31 J-K >995 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0,64 Vert(CT) -0.47 J-K >658 180 TCDL 13.0 Rep Stress Incr YES WB 0.68 Horz(CT) 0.08 J n/a n/a BCDL 10.0 BCDL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:121 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2*Except* TOP CHORD Structural wood sheathing Directly applied or 2-2-0 oc purlins, F-1:2x6 SPF No.2 except end verticals,and 2-0-0 oc purlins(10-0-0 max.):B-C,A-B. BOT CHORD 2x4 SPF 2100F 1.8E Except: WEBS 2x3 SPF No.2*Except* 1 Row at midpt B-C H-J,G-J:2x4 SPF No.2,C-N:2x6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt H-J,E-K,G-J REACTIONS. (lb/size) J=1485/0-5-8,C=1240/0-5-8 Max Horz C=251(LC 10) Max Uplift J=-245(LC 10),C=-85(LC 10) Max Grav J=1763(LC 31).C=1490(LC 29) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-3683/257,B-D=-3643/251,D-E=-3223/100,E-G=-1755/76,H-J=-533/250 BOT CHORD C-M=-503/3427,K-M=-331/2344,J-K=-170/1156 WEBS D-M=-698/185,E-M=-64/935,E-K=-1237/215,G-K=-74/1309,G-J=-1670/250 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `f,-4 GAIZo 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide AS/ will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)C except Qt=lb) J=245. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 2 Is ONA June 14,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MiTek AO connectors-This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design- Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314, Bradford,ON,L3Z 3G7 Job �1v55 Type ORY Ply 4PAC3905 172nd St NE-Arlington-WA i25191 JB IGABLE 1 1 II I U1351316 j Lob Refefenoe(optional] Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:02:12 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-Gelnf96T8tapuhewkh?Uwa4iyaoLsGZOn kxT?gz7Kn9 2*11.4 26-5-4 29-2-14 2-11-4 23-6-0 1 2-9-10 2x4 4.12 ,1 2x4 11 P Scale=1:56.2 5x6 % 2x4 11 O _� __J N M 3x6 L X. K � � 6x10 MT18HS i x7 cH _ � ; 8x16 MT18HS - 1t7 AQ I D I /C Ad 17 AD AC AB AA Z Y X W v U T S R Q 7x16 = 6x8 — 45 = 2-11-4 26-5-4 2-11.4 23-6.0 Plate Offsets'()(,Y 7- O 2 4,Q-1 8],(8:0.5^q,0-1 4],�H:O 3 13 Q3�.(M:0.3-0.0-2-12),IO:0-2-14,0-0 8] jAP;O 4-0,0-1-12Jr jAP_0-0-OLD_3-13] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.92 Vert(LL) 0.01 P n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.74 Vert(CT) -0.03 O-P n/r 120 MT18HS 197/144 TCDL 13.0 Rep Stress Incr NO WB 0.78 Horz(CT) -0.14 Q n/a n/a BCOL 10.0 I Code IBC2015/TPI2014 Matrix-S I Weight:222 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-8-2 oc purlins, M-P:2x6 SPF No.2,B-H:2x4 SPF 2100F 1.8E except end verticals,and 2-0-0 oc purlins(5-04 max.):A-B. BOT CHORD 2x4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 2-6-10 oc bracing. W-AD:2x4 SPF 210OF 1.8E WEBS 1 Row at midpt O-Q,N-R,B-AD WEBS 2x8 SPF 1950F 1.7E*Except* O-Q,B-AC:2x4 SPF No.2,AD-AQ:2x6 SPF No.2 B-AD:2x4 SPF 21 OOF 1.8E OTHERS 2x4 SPF No.2 REACTIONS. All bearings 26-5-4. (lb)- Max Horz AD=251(LC 38) Max Uplift All uplift 100 lb or less at joint(s)T,U,V,X.Y,Z,AA,AB,AC except Q=-109(LC 40),R=-195(LC 20).S=-103(LC 37),AD=-2336(LC 59) Max Grav All reactions 250 lb or less at joint(s)R except Q=920(LC 20),S=339(LC 30).T=313(LC 70).U=347(LC 70).V=344(LC 70),X=343(LC 70),Y=346(LC 70). Z=340(LC 70),AA=349(LC 70),AB=323(LC 70),AC=586(LC 69),AD=2503(LC 42) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-C=-7480/7262,C-D=-6772/6577,D-E=-6034/5921,E-G=-5421/5258,G-1=-4742/4595, I-J=-4064/3933,J-K=-3385/3270,K-L=-2706/2607,L-M=-2029/1945,M-N=-1380/1307, N-O=-665/644,O-Q=-910/201,A-B=-1264/1264 BOT CHORD AC-AD=-7970/7958,AB-AC=-6856/6862,AA-AB=-6150/6155,Z-AA=-5529/5533, Y-Z=4909/4911,X-Y=4288/4290,V-X=-3668/3669,U-V=-3048/3048,T-U=-2427/2427, S-T=-1808/1807.R-S=-1188/1187,Q-R=-568/567 WEBS M-S=-276/136,L-T=-273/34,K-U=-307/30,J-V=-304/29,I-X=-302/29,G-Y=-306/30, 3087/ 3,D3AA=-305/52,C-AB=-295/39,A-AD=-257/25,B-AC=-508/90, B-AD ,�(�` NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 %GI �'jGr<ST � 4)Unbalanced snow loads have been considered for this design. I3, V\� 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs S�JnN/tL non-concurrent with other live loads, 6)Provide adequate drainage to prevent water ponding. 7)All plates are MT20 plates unless otherwise indicated. June 14,2019 (tldrs11Y101ot4 �c4 MT20 unless otherwise indicated. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Nil' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M ek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 quality Criteria,DSB-99 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N,Lee Streel,Suite 312,Alexandria,VA 22314. Bradford,ON,1_3Z 3G7 Job Truss i Type Qty iPly �PAC.3t305/72nd St NE-Arlington-WA U1351316 125191 JB GABLE 1 1 _ Ref I Job erence_(optional)_ Affiance Truss(CA), Abbotsford,SC-V2S 7P6. 8.310 s May 222019 MfTek Indusines,Inc. Tun Jun 11 14:02:12 2019 Page 2 I D:rCTmK61 uyDTtyZuzrFbeDzl USd-Gelnf96T8tapuhewkh?Uwa4lyaoLsGZOn kxT?gz7Kn9 NOTES- 9)The Fabrication Tolerance at joint B=16% 10) Gable requires continuous bottom chord bearing. 11)Truss to be fully sheathed from one face or securely braced against lateral movement(Le.diagonal web). 12)Gable studs spaced at 2-0-0 oc. 13)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 14)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 15)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 16) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)T,U,V,X.Y,Z,AA,AB,AC except Qt=lb)Q=109, R=195,S=103,AD=2336. 17)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 26-5-4 for 310.0 plf. 18)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 19) No notches allowed in overhang and 0 from left end and 20910 from right end or 12"along rake from scarf,whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c.maximum between the stacking chords. For edge-wise notching,provide at least one tie plate between each notch. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:B-0=-114,O-P=-114.Q-AD=-20,A-AS=-76,B-AS=-114 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,1II-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing IYllTek'is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criferia,DSB-09 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 dob Truss Type Qty Ply -PAC-3905 172nd St NE-Arlington-WA U1351317 25191 JD1 flat 2 1 I _ i JOD Reference opWriall Alliance Truss (CA), Abbotsford,BC-V2S 7PG. 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:02:13 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-kgJ9tV75vBigWrD71PWjSnc4v_J6buAX?Ohl YHz7KnB 2-0-0 2-0-0 44 = 2x4 11 Scale=1:11.2 A B c IT- 'R r 3x4 = D C 2-0-0 1 Fx4 II 2•060 LOADING (psf) SPACING- 2-0-0 ( CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) -0.00 D >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.06 Vert(CT) -0.00 C-D >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 C n/a n/a BCLL 10.0 ' Code IBC2015(TP12014 Matrix-P Weight:9 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=86/2-0-0,C=86/2-0-0,C=86/2-0-0 Max Horz D=-35(LC 8) Max Uplift D=-223(LC 29),C=-223(LC 32) Max Grav D=241(LC 50),C=241(LC 49),C=86(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-B=-263/264 BOT CHORD C-D=-294/295 WEBS A-C=-381/381 NOTES- 1)Wind:ASCE 7-10;VuIt=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3) Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 6)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) D=223,C=223. 8)This truss has been designed for a total drag load of 310 lb.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag GAR(,� loads along bottom chord from 0-0-0 to 2-0-0 for 155.0 plf. WAS � 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ire 39586 -`� �r ON Al,li `V June 14,2019 &WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE, w� Design valid for use only with MiTek@ connectors.This design is based only upon parameters shown,and is For an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bra Industrial Road Bradford,ON,L3Z 3G7 )FI'm ;Type Qty Ply PAC-3905 172nd St NE-Arlington-WA �Job 25197 JD2 ,Mmpkch 23 1 U1351318 I Job Reference_(oplional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MTek Industries.Inc. Tue Jun 11 14:02:14 2019 Page 1 ID:rCTmK6iuyDTt-yZuzrFbeDzIUSd-C,I tY4r8jgVq W8?oJr6,l y??9FONeuKM3gE2Qa4jz7Kn7 2-" 2-0.0 A 3x4 = 0 25 12 1.5x4 Scale=1:11.5 B _ IN Li / c D 3x4 = 1,5x4 11 2-0-0 2-0-0 LOADING (psf) I SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL) -0.00 D >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.03 Vert(CT) -0.00 C-D >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.01 Horz(CT) -0.00 C n/a n/a BCLL 10.0 Code IBC2015/TP12014 Matrix-MP I Weight:8 lb FT=20 BCDL 10.0 _- LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. A-D:2x4 SPF No.2 REACTIONS. (lb/size) D=84/0-5-8,C=84/Mechanical Max Horz D=-27(LC 10) Max Uplift D=-15(LC 8),C=-7(LC 9) Max Grav D=86(LC 2),C=86(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=1 O.Opsf. 6)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)D,C. 1vP,` GA1?C1 \ \A1/, ll 39586 June 14,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11/111-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only.Additional temporary and permanent bracing Weir is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPl1 qualify Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Informafion available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314, Bradford,ON,L3Z 3G7 Job Truss Type Qly- ;Ply PAC-3905172nd St NE-Arlington-WA U1353053 i 25191 JD3 Monopitch 1 1 J Job Reference toQ,M I Alliance Truss (CA). Abbotsford.DC-V2S 7PG- 8.310 s Jun 11 2019 MiTek Industries,Inc. Wed Jun 26 16:58:29 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-ebkoXAJLQiWlkZ4a5iMd7F1 bfin4ZFo4hp?H49z2Lnu 3-0-8 r Scale=1:23.2 E 0.25 i12 1.5x4 II v 47 = k B I I . 'C4 5x6 = D C 3x5 II __ 3.0.8 Piate Offsets_ (X,Y)�A:O-2 8,0-2 4J,jC:Edg8,0_-3-oj.)D:0.3.0.0-1-8j _ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.26 Vert(LL) -0.00 C-D >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.19 Vert(CT) -0.01 C-D >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.36 Horz(CT) -0.00 C n/a n/a _ BCDL 10.0 BCDL 10.0 Code IBC20151TP12014 Matrlx-P ( Weight:16lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No,2 TOP CHORD Structural wood sheathing directly applied or 3-0-8 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 5-11-7 oc bracing. D-E:2x6 SPF No.2 REACTIONS. (lb/size) D=130/3-0-8,C=130/3-0-8,C=130/3-0-8 Max Horz D=-115(LC 33) Max Uplift D=-548(LC 29),C=-516(LC 32) Max Grav D=584(LC 36),C=553(LC 33),C=130(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-D=-604/562,A-B=-841/839 BOT CHORD C-D=-995/905 WEBS A-C=-1109/1211 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) vP� CiA1j( D=548,C=516. 8)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag l WAb! loads along bottom chord from 0-0-0 to 3-0-8 for 310.0 plf. ? ? 39586 Orbs �G/STI. June 26,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE Mil-7473 rev,10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing FOR!is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPII Qualify Criteria,DSB-B9 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss Type Qly Ply •PAC-3905 172nd St NE-Arlington-WA U1351320 25191 JD4 IF)et 2 1 Job Reference(optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:02:15 2019 Page 1 ID:rCTmK61uyDTtyZuzrFbeDzl USd-gDRwHB9LRoyl4l9NVPgYBXChPdnzA3nUgTiA8e9z7Kn8 1-7-6 4x4 = 2x4 III Scale=1:11.3 A B I I x., •1h / 4 3x4 = D C 1-7-8 3r5 It Plate Offsets(X,I [C-0-1-8,044M _ LOADING sCLL 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP (Roof Snow=2 25. Plate Grip DOL 1.15 I TC 0.13 Vert(LL) -0.00 D >999 240 MT20 197/144 TCDL 13.0 Lumber DOL 1.15 1 BC 0.09 Vert(CT) -0.00 D >999 180 BCLL 10.0 Rep Stress Incr YES I WB 0.19 Horz(CT) 0.00 C n/a n/a BCOL 10.0 Code IBC2015ITP12014 Matrix-P Weight:7 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=68/1-7-8,C=68/1-7-8,C=68/1-7-8 Max Horz D=-35(LC 8) Max Uplift D=-424(LC 29),C=-424(LC 32) Max Grav D=434(LC 36),C=434(LC 33),C=68(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-D=-420/431,A-B=-408/409 BOT CHORD C-D=-439/441 WEBS A-C=-637/637 NOTES- 1)Wind:ASGE/-10;Vult=l10mph(3-second gust)Vasd=8/mph; I C:UL=4.2pst;BURL=b.Opst;h=36ft;Gat.11;Exp 13;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except Qt=lb) D=424,C=424. ��N311 GARC;/ 8)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-7-8 for 310.0 plf. �lh lit 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. V-�� v �o 39586`�, .� 00 . 4lSTL•� - June 14,2019 ,&WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MY-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 Quality Criteria,DSB-119 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Inslitule,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 D �TYpe by Ply ' :PAC•396 172nd St NE-Arlington-WA I U1351321 Diagonal Hip Girder 2 �y Lob Reference f-lional). ord,BC-V2S 7P6, 8.31Q s y 22 2019 MiTek Industries,Inc. Tue Jun 11 14:02:16 2019 Page 1 fv ID:rCTmK6iuyDTty zrFbeDzlUSd-BPTIVX9zC64ENlyzX3040EV28JmoGFzhMvh6cz7Kn5 m I -57--5 _2-6-13 5-7-5 2-8-13 b'v r j 1.77 i12 Scale=1:21.3 X C N 4x5 = v 2x4-ljl G - f . A � E 1,5x4 = D 0 5x6 = j I VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL F LOADS IMPOSED BY SUPPORTS(BEARINGS). �2:8_13 2.6-13 Plate ONaets-(XLY)-=[6:0-1-1�2 D-22 It IP�EdQetU-3A1 LOADING (psf) SPACING- 2-0-0 CSI, DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.40 Vert(LL) -0.00 E >999 240 MT20 197/144 Snow=2 13)0 Lumber DOL 1.15 BC 0.06 Vert(CT) -0.55 A-B >126 120 TCDL BCLL 1 .0 Rep Stress Incr YES WB 0.03 Horz(CT) -0.02 D n/a n/a - BCDL 10.0 Code IBC2015/TPI2014 Matrix-MS Weight:54 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF 240OF 2.0E TOP CHORD Structural wood sheathing directly applied or 2-6-13 cc purlins, BOT CHORD 2x4 SPF No,2 except end verticals. WEBS 2x3 SPF No.2"Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. B-F:2x4 SPF No.2 REACTIONS. (lb/size) D=-432/Mechanical,F=1092/0-5-8 Max Harz F=95(LC 11) Max Uplift D=-847(LC 20),F=-409(LC 10) Max Grav D=209(LC 10),F=1679(LC 20) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD C-D=-235/776,E-F=-1679/616,B-E=-1664/618 NOTES- 1)2-ply truss to be connected together with 10d(0,131"x3")nails as follows: Top chords connected as follows:2x6-2 rows staggered at 0-9-0 cc,2x3-1 row at 0-9-0 cc,2x4-1 row at 0-9-0 cc. Bottom chords connected as follows:2x4-1 row at 0-9-0 cc. Webs connected as follows:2x3-1 row at 0-9-0 cc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat,ll;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 5)Unbalanced snow loads have been considered for this design. 6)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs JPN G,ARC� non-concurrent with other live loads. ` WA ' tj 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q I•�, 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 9)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 10) Refer to girder(s)for truss to truss connections. 11) Bearing at joint(s)F considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. ��)SK�1 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) N k 1 D=847,F=409. �� <GIS•1'1i1Z�� ors/0 AL�'��'� June 14,2019 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MITek- is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the �( fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS17TP11 Quality Criteria,OSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job I nl8s Type Oty ;Pty PAC-3905172nd St NE-Arlingtcr, 25191 IJKlA DIAGONAL HIP GIRDER 2 1 I I Job Reference[aptionall_ Alliance Truss (CA), Abbotsford,BC-V2S 7P8, 8.310 s May 22 2019 MfTek Industries,Inc. Tue Jun 11 14:02. I D:rCTmK6iuyDTtyZuzrFbeDzl USd-ccZgisAbzQC5?SXuXEbfdd ngobf_Xj U7e. 1 -5-7-5 2-6.9 5-7-5 2.6.13 1.77 12 Scale= 4x5 = C D A 1,5x4 = F F_ VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL 5x6 = LOADS IMPOSED BY SUPPORTS(BEARINGS). H 2$iS Plate Offsets,(X,Y}-__(B:0 2-0,0�2-0),[Ci0-3-11,01,8],_(F;0-370,073-0] LOADING (psf) SPACING- 1-0-0 1 CSL I DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 I TC 0.40 Vert(LL) -0,00 G >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.07 Vert(CT) -0.54 A-B >128 120 TCDL 13.0 Rep Stress Incr YES WB 0.03 Horz(CT) -0.02 F n/a n/a BCDL 10.0BCLL 10.0 * Code IBC2015/TP12014 Matrix-MS Weight:27 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF 240OF 2.0E TOP CHORD Structural wood sheathing directly applied or 2-6-13 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2*Except" BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. B-H:2x4 SPF No.2 REACTIONS. (lb/size) F=-223/Mechanical,H=558/0-5-8 Max Harz H=48(LC 11) Max Uplift F=-445(LC 20),H=-21 O(LC 10) Max Grav F=110(LC 10),H=863(LC 20) FORCES, (lb)-Max.Comp./Max.Ten:-All forces 290(lb)or less except when shown. TOP CHORD G-H=-863/317,B-G=-856/317,C-F=-128/411 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MVVF kS(envelope)gable end tune and C-C Ertel iul(2)zone;cantilever left and right exp000d;and vortioal loft and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2,00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10,0psf.. 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8)Refer to girder(s)for truss to truss connections. �U GAR(:,! 9)Bearing at joint(s)H considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify \\A.S/y1 capacity of bearing surface. 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) F=445,H=210. 39586 , v June 14,2019 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MY-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with WekB>connectors This design is based only upon parameters shown,and is for an i divtdual building component,not OF a truss system,Before use.the building designer must verify the applicability of design parameters and property incorporate this design into Ine overall building design Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing Ml lei' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing or trusses and truss systems,see ANSI/TP/1 Quality Criteria,DSB•89 and BCS/Building Component 100 Industrial Road 1 1 Safety Information available from Truss Plate Insblulo,2118 N lee Street,Suite 312,Alexandria,VA 22314 Bradford,ON,L3Z 3G7 Job Truss Type city ;Ply i-PAC-3905 172nd St NE-Arlington-WA + I U1351323 25191 1JK18 :DIAGONAL HIP GIRDER 2 1 Reference(optional) Alliance Truss CA. Abbotsford,BC-V2S 7P6, -�22 � � 8.31Q s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:02:16 2019 Page 1 I D:rCTm K6iuyDTtyZuzrFbeDzl USd-5o72wC BDkj Kycc644y6u9rJrY??DGAkG9gOoDUz7Kn3 f -5_7-5 2-6-13 5-7-5 2-6-13 1.77 112 Scale=1:21.3 4x5 = C D B r r. I A 1.5x4 = F 9 E VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL 5x6 - LOADS IMPOSED BY SUPPORTS(BEARINGS). H 2-Cr13 2-6-13 Plate Offsets(?� Ls 0.2-0,0 2-0jL(C 0 3'11so-1$j,�F;a3-o,a3 0� LOADING (psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.40 Vert(LL) -0.00 G >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 i BC 0.07 Vert(CT) -0.54 A-B >128 120 TCDL 13.0 Rep Stress Incr YES WB 0.03 Horz(CT) -0.02 F n/a n/a _ BCDL 10.0 *BCDL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:27 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF 240OF 2.0E TOP CHORD Structural wood sheathing directly applied or 2-6-13 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. B-H:2x4 SPF No.2 REACTIONS. (lb/size) F=-223/Mechanical,H=558/0-5-8 Max Horz H=48(LC 11) Max Uplift F=-445(LC 20),H=-210(LC 10) Max Grav F=110(LC 10),H=863(LC 20) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD G-H=-863/317,B-G=-856/317,C-F=-128/411 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8)Refer to girder(s)for truss to truss connections. (,1v GAI?e 9)Bearing atjoint(s)H considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify ASJ capacity of bearing surface. p�' 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) F=445,H=210. U �> 39586 E ps./0'N1 rv` June 14,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MR-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon paramelers shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mire lc is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the labricetion,storage,delivery,efech011 and bracing of trusses and hues systems,see ANSYTPIi Quality Criteria,DSB-89 and SCSI Building Component Safety Information ava9able Rom Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. 100 Industrial Road Bradford,ON,L3Z 3G7 IJob ,Truss Type oty ' {Ply PAC-3905 172nd St NE-Arlington-WA U1351324 I 25191 JK2 Jack-Open 8 1 _ _ _ Job Reference(9plional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:02:18 2019 Page 1 I D:rCTmK6iuyDTt_yZuzrFbeDzI USd-5o72wCBDkjKyoo644y6u9r,lkl_i???GRV(,900nnl 177Kn3 -3-10-8 t 2-0-0 1 3-14-8 2-" 2.50 F12 Scale=1:21.6 C 6xB e J F •�f A NI •`� i D i E 3x4 = 1.5x4 II 2-0-0 _ 260~ Plate Offsets(X:Yk _._[B LOADING (psf) SPACING- 2-0-0 CSI. 13. . DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.86 Vert(LL) 0.00 D >999 240 MT20 197/144 (Roof Snow=2 Lumber DOL 115 BC 0.08 Vert(CT) 0.00 D >999 180 TCLL 13.0 Rep Stress Incr YES WB 0.17 Horz(CT) 0.00 n/a n/a BCDL 10.0 BCDL 10.0 Code IBC2015/TP12014 Matrix-MP Weight:21 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2"Except" BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B-E:2x4 SPF No.2 REACTIONS. (lb/size) E=474/0-3-8,C=0/Mechanical Max Horz E=-291(LC 20),C=291(LC 20) Max Uplift E=-141(LC 10) Max Grav E=587(LC 20) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-E=-570/226 BOT CHORD D-E=-103/291 WEBS C-D=-161/499,B-D=-562/198 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. �(�� GAR( 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. ,A . "1 8)Refer to girder(s)for truss to truss connections. �1� _ yeti 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) <� '�• E=141. y` Ss�UIVA L June 14,2019 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev.1010312015 BEFORE USE. i_== Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not `•i(�.7'Yi`Ci=■■■S a truss system,Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabdrolion,storage,delivery,erection and bracing of trusses and truss systems,see ANS11111 Quality Criteria,DSB49 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 1J0 b Truss T �ype Qty Ply 4C•3905 172nd St NE•Arlrtlglon-WA U7351325 125191 JP1 Jack-Open ,28 1 i _ ;Job Reference(optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 Lek Industries,Inc. Tue Jun 11 14..02:19 2019 Page 1 I D:rCTm K6i uyDTtyZuzrFbeDzl USd-Z_g R7YCsV 1 SpEmgGefd7i2swKOMX?dQPOKBLlwz7Kn2 L -3-10-8 3.104 Scale=1:15.1 2.50 ;12 C 11 d H _ y f t t Im 0 A D i' _r- 5x6 = 4-0-0 4-0-0 Plate Offsets(X,Y} 1640-1-13,Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) /dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.78 Vert(LL) 0.01 G >999 240 MT20 197/144 Snow-2 1 TCDL 3.0 Lumber DOL 1.15 BC 0.06 Vert(CT) 0.01 G >999 180 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 B n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-MP Weight:15 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No,2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) C=-246/Mechanical,B=673/0-5-8,D=1 1/Mechanical Max Horz B=43(LC 10) Max Uplift C=479(LC 20),B=-247(LC 10) Max Grav C=223(LC 41),B=1005(LC 20),D=36(LC 51) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) C=479,B=247. 10) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)90 lb down and 157 lb up at 1-11-9 on top chord,and 33 lb down and 96 lb up at 2-0-12 on bottom chord. The design/selection of such connection device(s)is N'AS the responsibility of others. 11) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-C=-76,D-E=-20 r Concentrated Loads(lb) �r��Is� Vert:C=45(B)1=40(B) SAr V-t4Q1 June 14,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekO conhectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall a building design. Bracing indicated is to prevent buckling of individual truss web andfor chord members only.Additional temporary and permanent bracing p il�p' R is always required for stability and to prevent collapse with possible personal injury and properly VYy damage. For general guidance regarding the r fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI1`TPl1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job ;Truss Iss Type �Oty Ply A-PAC3908172ndStNE-Nffngton-WA U1351326 25191 JP2 Jack-Open - i42 1 l Job Reterence(optional Alliance Truss (CA), Abbotsford,BC-V213 7PS, &310 a May 22 2019 WTek Industries,Inc. Tue Jun 11 14:02:20 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzlUSd-1 BEpLuCUGLagswFTCN8MEGP4ioclFk4gZcztvHNz7Kn1 -3-10-8 4-0-0 3-10-8 4-0-0 Ocele.1:15.0 C 2.50 m J B f m I IT m o I o A _ /=`�� D 4x7 = 4-0-0 4-0-0 Plate Offsets(X,Y) 113:0-1-13 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.87 Vert(LL) 0.03 D-G >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.29 Vert(CT) 0.03 D-G >999 180 BCLLL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 B n/a n/a BCDL 10:0 Code IBC2015/TP12014 Matrix-MP Weight:19 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-8 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except(jt=length)B=0-5-8. (lb)- Max Horz B=54(LC 10) Max Uplift All uplift 100 lb or less atjoint(s)D except C=-130(LC 20),B=-197(LC 10) Max Grav All reactions 250 lb or less at joint(s)C,D,D except B=823(LC 20) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Catepory 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)D except Qt=lb) C=130,B=197. nS GAR(-,�� (l WA. ;9586 <v� 0 , /ST{stZ�� c� N11AL���� June 14,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.10/03/2015 BEFORE USE Design valid for use only with MiTekO connectors.This design is based only upon parameters shown,and is for an individual building component,hot a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 1• building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MffAAAAAA fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPI1 Quality Criteria,DSB-09 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss T ype Oty Ply �('! "AC-3905 172nd St NE-Arlington-WA U1351327 25191 M1 GABLE 1 1 _ JOb Referencs1opllonal) __ Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:02:21 2019 Page 1 I D:rCTmK6i uyDTt_yZuzrFbeDzl USd-VNoBYED60eiXT4gfm4fbnTxFbCshTW GirddSq pz7Kn0 -1-10-8 10-9-14 1-10-6 10-9-14 Scale=1:23.5 F G j 2x4_I! 1 1.5x4 II - E ' 1.5x4 11 -- J-•+' 4.12 112 D 1.5x4 11 L o C / � I I % i . A f � 1 H 4x7 L K J 5x4 I 1.5x4 I 1.5x4 I I .5x4 11 I LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.86 Vert(LL) 0.00 A n/r 120 MT20 197/144 (Roof Snow=25 Lumber DOL 1.15 BC 0.72 Vert(CT) 0.01 A n/r 120 BCDL 13.3.0 Rep Stress Incr NO WB 0.04 Horz(CT) -0.04 G n/a n/a BCDL 10.0 BCDL 10.0 Code IBC2015/TP12014 Matr}x-S Weight:39 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-14 cc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No,2 BOT CHORD Rigid ceiling directly applied or 3-2-6 cc bracing. OTHERS 2x4 SPF No.2 REACTIONS. All bearings 10-9-14. (Ib)- Max Horz B=217(LC 38) Max Uplift All uplift 100 lb or less at joint(s)G,H,1,J,K except B=-1229(LC 37) Max Grav All reactions 250 lb or less at joint(s)G,H,J except B=1317(LC 58),1=296(LC 30),K=448(LC 29) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown, TOP CHORD B-C=-3651/3552,C-D=-2007/1949,D-E=-1324/1254,E-F=-655/634 BOT CHORD B-K=-3252/3252,J-K=-1757/1757,I-J=-1137/1075,H-1=-517/517 WEBS C-K=-317/142 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSIfTPI 1, 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 2-0-0 cc. ,�j�l� GAR(_71 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 'A Sj 9)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide C�� �4.t will fit between the bottom chord and any other members,with BCDL=10.Opsf. ' 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. o v 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)G,H,I,J,K except Qt=lb)B=1229. 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 10-9-14 for 310.0 plf. ��Ws�36`'� June 14,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mi1J473 rev.1010312015 BEFORE USE. Design valid for use only with MiTekO connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system-Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPl1 Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job 7n= rsfl Type ally Ply A-PAC-3905 172nd St NE-Arlington-WA U1351328 25191 M2 Monopitch 4 1 IJob Reference gp#qna._q__ Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Induslrie5,Inc. Tue Jun 11 141)2*22 2019 Page 1 ID.i CTn7K6iuyDTtyZuzl FbeDzl USd-zZMZIaEki iyi 05DPI JoAgKliUX7cHoCr3s41 IM^MFz7Kn^ •1.10 8 i 5.10.5 10.9.14 1- 00-6 5-10-5 4-11-9 Scale=1:23.7 D E 1 3x4 i 4.12 12 3x4 aj C I r 1 Q i- A x,J H G 3x5 =_ 1.5x4 II F 4x4 5.10.5 10.9.14 b-1 U-b 4-11-9 _ Plate OHSets LOADING (psf) SPACING- 2-0-0 CSI, DEFL. in (loc) I/deft L/d PLAtES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.43 Vert(LL) -0.05 H-K >999 240 MT20 197/144 (Roof Snow=2 13. Lumber DOL 1.15 BC 0.41 Vert(CT) -0.09 H-K >999 180 TCLL 13.0 111 Rep Stress Incr YES WB 0.56 Horz(CT) 0.01 G n/a n/a BCLL 10.0 Code IBC2015FFPI2014 Matrix-MS Weight:37 lb FT=20 BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-15 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2"Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. D-G:2x4 SPF No.2 REACTIONS. (lb/size) B=661/0-5-8,G=520/Mechanical Max Horz B=133(LC 10) Max Uplift B=-100(LC 10),G=-75(LC 14) Max Grav B=685(LC 21),G=609(LC 21) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-915/87 BOT CHORD B-H=-173/826,G-H=-1731826 WEBS C-G=-871/183 NU I F-S- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category ll;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced Snow loads have been considered for this design. 4)This trUSS has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. WAS/ 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)G except Qt=lb) �v /r B=100. 39586 lSS�ON L��G� June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,1II-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the MiTek- fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPIr quality Criteria,DSB-69 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss -'T ype Qly Ply I, C-3905 172nd St NE-Arlington-WA U1351329 25191 IM3 Common 2 ob Reference(Nlional) Alliance Truss (CA), Abbotsford,BC-V7_S 7P6. 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:02:22 2019 Page 1 I D:rCTm K6iuyDTtyZuzrFbeDzl USd-zZMZIa EknyrO5DPrJoAq Kh U U kc95Ckps4H M?M Fz7Kn? 6-1-11 _ 11-5-15 16-10-3 21-6-10 6-1-11 5-4-4 5-4-4 4-8-7 4x6 11 Scale=1:38.5 D _M �- 3x4 II 4,12 112 3x4 �� �� E '�• / \ 1.5x4 B \ 0 -ac I H G N O 3x5 = 3x4 = 3x4 = 44 = F 3x5 = 7-7-11 14 811 21�E10 7-7-11 6-11-0 8-71-16 Plate onsets LX.Y)-Eq-0-1-12;0-1-81,(F-0-2.4.0-IA,.[G:0-2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.58 Vert(LL) -0.15 I-L >999 240 MT20 197/144 (Roof Snow=25,0) Lumber DOL 1.15 BC 0,90 Vert(CT) -0.30 I-L >867 180 TCDL 13.0 Rep Stress Incr YES WB 0.98 BCDL 10.0 Horz(CT) 0.05 F n/a n/a BCLL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:78 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-6 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 9-2-13 oc bracing, E-F,D-F:2x4 SPF No.2 REACTIONS. (lb/size) A=1028/0-5-8,F=1028/0-5-8 Max Herz A=143(LC 14) Max Uplift A=-95(LC 10).F=-94(LC 10) Max Grav A=1067(LC 2),F=1107(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-B=-2435/325,B-C=-2214/292,C-D=-1147/174 BOT CHORD A-1=-400/2278,G-1=-253/1478,F-G=-104/680 WEBS B-1=-454/151,C-1=-79/807,C-G=-783/195,D-G=-84/957,D-F=-1054/166 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat 11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)A,F. �U�` GA1tC�f1 WAS O '1r M� G� r �r$S S'S1�r,1A 1 June 14,2019 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.1010312015 aEFORE USE. Design valid for use only with MiTek@ connectors,This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent"bracing [TQ� is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the 1 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI7 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON.L3Z 3G7 7251 iTrus6 iss Type Qly Ply A-PAC-3905 172nd St NE-Arlington-WAi U1351330 91 M4 Common 7 1 Job Reference(optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MITek Industries,Inc. Tue Jun 11 14:02:23 2019 Page 1 ID:rCTml(GiuyDTtyZuzrFbeDzl U9d-RmwxzwFM)'GzFjN_2tVh3su 1 f9?X4x EO?IxGZuiz7l(n_ 6-1-11 i 11-5-15 _ 16-10-3 t 21-10-13 r 27-1-14 6-1-11 5.4.4 6-4 4 5 0 9 5-3-1 Scale=1 A5.2 4x5 11 D 4.12 .12 3xC o�i `\`.5�c4 11 i \ I. 1.5x4 \\ �j \♦\\ \ 4x4 A K J I Q 3x5 = 3x4 = 4x4 = 3x4 = H G 3x8 = 3x5 11 7-7-10 14-6-8 21-3-14 27-1-14 7-7.10 6-Ia I5 6-M 5-10•0 Plate offsets(X.Y}-_ (C:0.1-1(0.1-8].[0:0-2-12,a1-t2�.(F:o-29e&2'8]r.[J 0-2-0,01-12j LOADING (psf) ` SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 I Plate Grip DOL 1.15 TC 0.60 Vert(LL) -0.14 K-N >999 240 MT20 197/144 (Roof Snow=2 Lumber DOL 1.1 13. TCDL 13.0 5 BC 0.79 Vert(CT) -0.27 K-N >943 180 Rep Stress Incr YES WB 0.77 Horz(CT) 0.03 G n/a n/a BCLL 10.0 BCOL 10.0 Code IBC2015ITP12014 Matrix-MS Weight:97 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-14 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2"Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. D-H:2x4 SPF No.2 WEBS 1 Row at midpt D-H REACTIONS. (lb/size) A=861/0-5-8,G=-323/0-1-8,H=2059/0-5-8 Max Horz A=111(LC 14) Max Uplift A=-81(LC 10),G=413(LC 3),H=-184(LC 10) Max Grav A=900(LC 3),G=73(LC 14),H=2186(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-1933/266.B-C=-1714/233,C-D=-627/116,D-E=-78/869,E-F=-118/830,F-G=-49/483 BOT CHORD A-K=-282/1803,J-K=-136/997 WEBS B-K=-456/152,C-K=-78/825,C-J=-821/195,D-J=-91/955,D-H=-1570/228,E-H=-546/157, F-H=-816/144 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live lead of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. PIS G•AR�,� 7)Provide mechanical connection(by others)of truss to bearing plate at joint(s)G, VJA.3 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s)A except Qt=lb) O� 1.1r G=413,H=184. �` r��' 'j• t ti �d� R 39586 June 14,2019 A WARNING-Verlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MJI.7473 rev,10103/2D15 BEFORE USE. Design valid for use only with MiTekO connectors.This design is based only upon parameters shown,and is for an individual building component,notwt a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 1 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only,Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek' , fabricalion,storage,delivery,erection and bracing of trusses and truss systems,see ANSYTPl1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss ' Type Qty IPIy AC-3905 172nd St NE-Arlington-WA U1351331 25191 IM5 COMMON 4 I 1 Jab Reference(opGalal) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:02:24 2019 Page 1 I D:rCTm K6i uy DTtyZuzrFbeDzl USd-vyU KAGG_JZ56KXZE RDD I P6ZggPu Egi p9Xbr6P8z7Kmz �-4-10.6 6-1-11 f 11.5-16 I 16-10.3 I 21-10 13 } 27-1-14 1-10$-10$ &1.11 5-4-4 5-4-4 5-0-9 "53 7 Scale:1/4"=l' 4x5 11 E ` 1.5x4 II 12 4.12 1 3x4 P ��\ F D \v�` ` Q 4 1.5x4 _� / ,�-7 �r �`\`R 4x4 \ ` I B __� 6 L K J R �+ I~ H 4x4 = 3x4 = 4x4 = 3x4 = 3x8 = 3x5 11 i 7-7-10 14-8 21-3.14 27-1-14 7-740 6-10-15 { B 9$ 1 5 10 0 Plate Offsets(X,Y)—_(6:0-2-4,,E§99t.IE:O.2-12.0-1-12I,((_: 2-0ta�_12] 11:IlJP ge o 2-Bl, 1 A-1-810-2-03 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.62 Vert(LL) -0.12 L-O >999 240 MT20 197/144 (Roof Snow=25,0) Lumber DOL 1.15 BC 0.73 Vert(CT) -0.24 L-O >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.76 Horz(CT) 0.03 H n/a n/a BCDL 10.0 BCDL 10.0 Code IBC2015/TPI2014 Matrix-MS Weight:99 lb FT=20% - LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-14 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2"Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. E-1:2x4 SPF No.2 WEBS 1 Row at midpt E-1 REACTIONS. (lb/size) B=1012/0-5-8,H=-313/0-1-8,1=2040/0-5-8 Max Horz B=127(LC 14) Max Uplift B=-142(LC 10),H=-404(LC 3).1=-175(LC 10) Max Grav B=1026(LC 3),H=70(LC 14),1=2170(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-C=-1896/252,C-D=-1682/222,D-E=-627/117,E-F=-74/857,F-G=-114/818,G-H=-46/475 BOT CHORD B-L=-268/1764,K-L=-134/991 WEBS C-L=-436/146,D-L=-67/792,D-K=-807/191,E-K=-89/948,E-1=-1556/223,F-1=-566/157, G-1=-804/140 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) This gned for a alive load f 20.Opsf on the bottom chord in inembers,with BCDL 0 Opsf.all areas where a rectangle 3-6-0 tall by 2-0-0 wide [�ti GAR(. will fit between the bottom chord any other lj 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. WA 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)H. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except Ot=lb) B=142,H=404,1=175, Nr �r.39586 .`� J! GIST: S r %CSC S��NA Lk� June 14,2019 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. Design valid For use only with MiTekO connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek, is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIi Quality Criteria,DSB-B9 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss ss Type Qty 'Ply 4-PAC-3905 172nd St NE-Arlington-WA U1351332 25191 M6 IGABLE 1 1 Jot,Reference o ional I Alliance Truss (CA). Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:02:26 2019 Page 1 I D:rCTm K6iuyDTtyZuzrFbeDzl USd-sLc4bxH FrBLparjOYd Fm UXf8 W DZQBaxR?vKDU 1 z7Kmx -1-10-8 _ 16-10-3 27-1-14 _ 1-10-e 16.10.3 10.3.11 Scale=1:49.6 4x4 d K 4.12 I12 H-� L G '/ �\- M Al 7x8 O C AE S _ �� r IN 7-/ _ . 5x7 = R Q P AC AB AA z Y X W V U T S AJ 4x10 MT18HS 11 4x10 = 3x4 = 21-6-10 27-,1-14 ?1.1i in 5.7.4 1 Plate ogsalts_(tY}- [r;:o 2 E, ages. o[ •a2-8 Q:1100, :0-3-S Edgel.[&Q-2-o.":91 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.72 Vert(LL) -0.05 Q-R >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.75 Vert(CT) -0.08 Q-R >923 180 MT18HS 197/144 TCDL 13.0 Rep Stress Incr YES WB 0.85 Horz(CT) 0.04 X n/a n/a BCLL 10,0 Code IBC2015/TP12014 Matrix-MS Weight:122 lb FT=20% 8CDL 10 LUMBER- BRACING- TOP CHORD 2x4 SPF 210OF 1.8E*Except* TOP CHORD Structural wood sheathing directly applied or 3-0-10 oc purlins, J-O:2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF 210OF 1.8E*Except* BOT CHORD Rigid ceiling directly applied or 3-3-14 oc bracing. P-W:2x4 SPF No.2 WEBS 1 Row at midpt S-AE WEBS 2x4 SPF No.2 JOINTS 1 Brace at Jt(s):AE OTHERS 2x4 SPF No.2 REACTIONS. All bearings 21-6-10 except Qt=length)P=0-5-8. (Ib)- Max Horz B=172(LC 45) Max Uplift All uplift 100 lb or less at joint(s)U,V,X.Y.Z,AA,AB,AC,T except P=-2365(LC 40).B=-1878(LC 37),S=-1290(LC 47) Max Grav All reactions 250 lb or less at joint(s)V,X,Y.Z,AA,AB,T except P=2469(LC 57),B=1937(LC 58),U=277(LC 32),AC=277(LC 27),S=1562(LC 32), S=566(LC 1),B=316(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten,-All forces 250(Ib)or lass except when shown. TOP CHORD B-C=-523315148,C-D=-4543/4473,D-E=-3869/3820,E-F=-3196/3174,F-G=-2525/2530, G-H=-1866/1887,H-1=-1218/1246,I-J=-573/616,J-K=-747/816,K-L=-1481/1501, L-M=-2085/2111,M-N=-2755/2771,N-O=-3486/3456,O-P=-2418/2360 BOT CHORD B-AC=-4851/4874,AB-AC=-4046/4006,AA-AB=-3265/3288,Z-AA=-2483/2506, Y-Z=-1702/1725,X-Y=-921/944,V-X=-655/678,U-V=-1436/1459,T-U=-2210/2240, S-T=-2998/3022,R-S=-259/289 WEBS L-S=-363/126,S-AD=-3541/3529,AD-AE=-3499/3490,O-AE=-3501/3500 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; ��}v GAR(, MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for VASE members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSIITPI 1. :n • p2 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. f 1N586 6)All plates are MT20 plates unless otherwise indicated. 7)All plates are 1.5x4 MT20 unless otherwise indicated. ��� �'�S7'L•� V�� 8)Gable studs spaced at 2-0-0 oc, 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. June 14,2019 assumed to be SPF No.2 Crushing Capacily of 425 Col. AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mli-7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mire is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricalion,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss i Type Qty !Ply ✓ VAC-3905 172nd St NE-Arlington-WA I- / U1351332 25191 M6 'GABLE 1 1 ` Job Referen_ce�optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:02:27 2019 Page 2 I D:rCTmK6iuyDTt_yZuzrFbeDZI USd-KX9SpH ItcUTgB?I p6Lm?1 kBJGdvftl BbDZ4mOTz7Kmw NOTES- 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ito uplift atjoint(s)U,V,X,Y,Z,AA,AB,AC,T except Ot=lb)P=2365, B=1878,S=1290,B=1878. 13)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 21-6-10 for 390.6 plf. ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i elk' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSNTPI1 Quality Criteria,DSB-B9 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Streel,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 ,Job 'Truss ss Type Oty Ply %-PAC-3905 172nd St NE-Arlington-WA U'1351333 i25191 M7 Common 3 1 i IJob Reference(optionall Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:02:27 2019 Page 1 ID:rU'tmKbiuyU I t_yZuzrFbeUzIUSd-KX9SpHItcU I gb?IpbLm71 kUlVdvut6bbUZ4mUTz/Kmw -1-10-8 6-1-11 11-5-15 16-10-3 22-10-1 29-0-6 1-10-8 6-1-11 5-4-4 5-4-4 5-11-14 6-2-6 Scale=1:50.9 5x6 = E 4.12 72 P \\ 3x4 / �F de 1.5x4 C' /� \\\ - 2x4 11 to L K J R H 4x4 = I 3x1 = 4x4 = 3x4 = 3x4 = 3x4 7-7.10 14,6.8 21-3-14 29.0.E 7-7-10 6.10-15 6-" 7$8 Plate ons _- ,. � K0.1�aso. _ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.77 Vert(LL) -0.13 L-O >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.73 Vert(CT) -0.24 L-O >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.53 Horz(CT) 0.03 I n/a n/a BCLL 10.0 " Code IBC2015ITP12014 Matrix-MS Weight:105 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-10 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2"Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: E-I,F-I:2x4 SPF No.2 6-0-0 oc bracing:H-I. WEBS 1 Row at midpt E-I REACTIONS. (lb/size) B=1010/0-5-8,1=1982/0-5-8,H=-73/Mechanical Max Horz B=116(LC 14) Max Uplift B=-144(LC 10),1=-155(LC 10),H=-201(LC 21) Max Grav B=1031(LC 3),1=2104(LC 2),H=58(LC 22) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-C=-1909/262,C-D=-1696/231,D-E=-635/127,E-F=-77/874 BOT CHORD B-L=-256/1777,K-L=-122/1003,H-1=-598/84 WEBS C-L=438/147,D-L=-66/797,D-K=-824/.189,E-K=-91/946,E-1=-1577/235,F-1=-711/207, F-H=-102/759 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide GAR( will fit between the bottom chord and any other members,with BCDL=10.Opsf. \\'AS 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. �\ 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except Ot=lb) ` B=144,1=155,H=201, — °f c�STr:����' v fSS10NALG�G\ June 14,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE, = Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not Rw`7 a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing T ek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Mi l fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANShTPI1 Quality Criteria,DSB-69 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314, Bradford,ON,L3Z 3G7 JJQb IWs )Type CRY ;Ply AC-3905 172nd St NE-Arlington-WA U1351334 125191 tA8 Comm n 7 1 Ob Reference.Co Alliance Truss (CA). Abbotsford,BC-V2S 7P8, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:02:28 2019 Page 1 1 D:rCTmK6iuyDTt_yZuzrFbe Dzl USd-ojjgOdJ VNobXp8s?g2H EZykTuODecXakS DpKZvz7Kmv -1-10-8 6-1-11 12-2-14 16-10-3 23-3-10 29-1-14 1-10-8 6-1-11 F 6-1-2 t 4-7-5 1 6-5-7 1 5-10-4 Scale=1:51.1 4x5= E 3x4 I 4,12 F12 D �/ \�1� 44 z 4x4 16 C N B \ i7 J I H 4x4 3x4 = 3x5 = 4xB 3x4 = 2x4 II = = f 8.3.8 4 16-10-3 23.3.10 29.1.14 8-3-8 8-6-11 — 6-8-7 5.10.4 Plate Offsets [8 -1-12,Ed9e1,,[D_0.1-129-1-81,_[E:0-2-8,0-2-41,_[F:0-2-0.0+j2. ,[G:0.1-4.0-1-i2j.[I:0-1-112.0-1;8J,.,14:a2-8,0-2 1. LOADING (psf) SPACING- 2-0-0 CSI. _ DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25,0 Plate Grip DOL 1,15 TC 0.80 Vert(LL) -0.15 J-L >999 240 MT20 197/144 (Roof Snow=2 13. Lumber DOL 1.15 BC 0.89 Vert(CT) -0,31 J-L >898 180 BCLL 10.0 TCDL 13.0 Rep Stress Incr YES WB 0.65 Horz(CT) 0.04 H n/a n/a _ SCOL 10.0 * Code IBC2015/TP12014 Matrix-MS Weight:104 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-13 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2*Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: D-J,G-H:2x4 SPF No.2 6-0-0 oc bracing:I-J. REACTIONS. (lb/size) B=1150/0-5-8,1=1939/0-5-8,H=-161/0-1-8 Max Horz B=116(LC 14) Max Uplift B=-156(LC 10),1=-146(LC 10),H=-262(LC 21) Max Grav B=1157(LC 21),1=1994(LC 2),H=53(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-C=-2298/334,C-D=-1989/268,D-E=-695/148,E-F=-717/141,F-G=-96/727,G-H=-26/329 BOT CHORD B-L=-325/2147,J-L=-166/1246,I-J=-647/111 WEBS C-L=-518/174,D-L=-45/848,D-J=-924/195,F-J=-154/1428,F-1=-1624/318, G-1=-714/124 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ��ti GA I?(j will fit between the bottom chord and any other members,with BCDL=10.Opsf. WA 4 � 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7i) 8)Provide mechanical connection(by others)of truss to bearing plate atjoint(s)H. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) B=156,1=146,H=262. i ll. C/STt �. June 14,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.1010312015 BEFORE USE, Design valid for use only with MiTek@)connectors.This design is based only upon parameters shown,and is for an individual building component,not • a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly MI�{OWy damage. For general guidance regarding the MIT OW storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPlf Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 b Truss as Type Qty iPly 1-PAC-3905 172nd St NE-Arlington-WA U1351335 25191 M9 (GABLE 1 1 liob Reference(optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:02:31 2019 Page 1 ID:rCTmK61uyDTtyZuzrFbeDzIUSd-ClPzefLNgjz6gcbaLBrxBaMyeEH4pq 1 B8B2_9E27Krl is 2-7-8 5-0-1 18-5-5 25-1-8 2-7-1 27-8 13-5-4 6-8-3 Scale=1:45.2 4x4 = d 4.12•12 t j K ` 4x6 = L 3x5 M= 5x12 = G F '���f� r 0 5x10 = 5x7 = D AD ! d A B C 61 5x8 = 4x6 = 8x10 = 4x5 II Z Y X W V U T S R Q P O N 3x4 = 5-0-1 } 25-1-8 5.6-1 2D-1-7 Plate Offsets[X,Y A:0.24,0�1.81,[0.0.5.0.0,03-OJ,[C:0.3-8,0-3-4],[M:EdgB,U_0-8] Lt4:Edge�O-3. (Q.-O-3-8,EdgeI jY:0-2-0,0-",[L•0.3-8,0-3-4]__ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 I TC 0.89 Vert(LL) -0.01 Y-Z >999 240 MT20 197/144 (Roof Snow=25.0) ` Lumber DOL 1.15 BC 0.72 Vert(CT) -0.02 Y-Z >999 180 TCDL 13.0 I Rep Stress Incr YES WB 0.92 Horz(CT) -0.05 R n/a n/a BCLL 10.0 Code IBC2015/TPI2014 Matrix-S Weight:121 lb FT=20% BCDL 10,0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals,and 2-0-0 oc purlins(2-8-15 max.):A-AA,A-C, WEBS 2x3 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 3-0-14 oc bracing. Z-AA:2x6 SPF No.2,M-N,M-O:2x4 SPF No.2 WEBS 1 Row at midpt M-O OTHERS 2x4 SPF No.2*Except* M-AB:2x6 SPF No.2 REACTIONS. All bearings 24-8-0 except Qt=length)AC=0-5-14(input:0-3-8). (Ib)- Max Harz Z=149(LC 11) Max Uplift All uplift 100 lb or less at joint(s)R.T,U,V,W.X,P except Z=-1301(LC 38).N=-1013(LC 41),Q=-461(LC 38),0=-3918(LC 48),Y=-111(LC 47). AC=-3760(LC 47) Max Grav All reactions 250 Ib or less at joint(s)X except 7=1379(LC 49), N=1038(LC 58),Q=565(LC 59),R=286(LC 75),T=266(LC 75),U=270(LC 75). V=266(LC 75),W=281(LC 75),P=262(LC 79),0=3977(LC 59),Y=431(LC 80), AU=3/bt(Lt;b8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-B=-894/890,B-C=-4167/4117,C-D=-3719/3643,D-E=-3243/3190,E-F=-2566/2527, F-G=-1895/1873,G-H=-1225/1230,H-1=-567/585,I-J=-764/819,J-K=-1436/1452, K-L=-2089/2107,L-M=-2766/2771,N-AB=-944/945,M-AB=-944/945 BOT CHORD Y-Z=-2495/2521,X-Y=-3490/3485,W-X=-2949/3007,V-W=-2391/2387,U-V=-1771/1767, T-U=-1 15111147,R-T=-531/527,Q-R=-726/722,P-Q=-1284/1342,O-P=-1966/1962, N-0=-509/511 WEBS J-Q=-528/476,C-Y=-1278/1239,B-Y=-2812/2936,B-Z=-2811/2764,M-0=4339/4334, M-AC=-3794/3799 NOTES- ��41V S 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; ... MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 6<O 0.' 4)Unbalanced snow loads have been considered for this design. 5 Provide adequate drainage to prevent water ondin 'P q 9 P P 9• �s 6)All plates are 1.5x4 MT20 unless otherwise indicated. 7)Gable studs spaced at 2-0-0 oc. t\rAL�� 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide June 14,2019 tie bottom chord and anv other members.with BCDL=I O.Oosf. A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 qualify Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 I - Jab Truss Type Qty JPly ' ?AC-3905172nd St NE-Adington WA U13 11335 II25191 M9 GABLE f 1 l JW Refe►ettce Jot onal1— _ Alliance Truss (CA), Abbotsford,BC-V2S 7P6, &310 s May 22 2019IWTek Industries.Inc. Tue Jun 11 14:02:31 2019 Page 2 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-ClPzefLNgjz6gcbaLBrxBaMyeEH4pg1 B8B2_9Ez7Kms NOTES- 10)WARNING:Required bearing size at joint(s)AC greater than input bearing size. 11)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 12) Bearing at joint(s)AC considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 13) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)R,T,U,V,W,X,P except Qt=lb)Z=1301,N=1013, Q=461,0=3918,Y=111,AC=3760. 14) This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 25-1-8 for 310.0 plf. 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MI TEK REFERANCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek•is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?PH Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job f rmss ss Type Qly Ply VPAC-3905 172nd St NE-Arlington-WA U1351336 25191 IP1 GABLE 12 t _ ___ I Job Reference(optional) AlIWif a Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:02:32 2019 Page 1 ID.I CTi i iK6iuyDTL_yZuzi FbeDzIUSd-yUzLs?M?R15zh iiAlnvuMAkuvBllel iryVLKNI I IXiyz7Krlu 6-1.4 12-2-6 16411-14 3-10-8 6-1-4 6-1-2 3-10-8 Scale=1:32.5 5x6 11 C 3.69 12 2x4 II 2x4 11 L � M K' A / i�� 1��! O P O R S 3x4 -��`` � E 4x7 = 2x4 11 2x4 I I 2x4 I I 4x6 = i2-2.6 1 Z-2-8 Plate Offsets(X.Y} (6;0 3 1;Edge]�(C:0 4 10,t)-2-01,(D;0-2-9,Edge)- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.62 Vert(LL) -0.18 B-D >805 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.50 Vert(CT) -0.30 B-D >471 180 TCDL 13.0 Rep Stress Incr NO I WB 0.00 Horz(CT) 0.01 D n/a n/a BCLL 10.0 Code IBC2016ITP12014 ` Matrix-S Weight:63 lb FT=20 BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF 210OF 1.8E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SPF No.2 REACTIONS. (lb/size) B=713/0-5-8,D=715/0-5-8 Max Horz B=46(LC 10) Max Uplift B=-252(LC 10),D=-252(LC 11) Max Grav B=833(LC 52),D=832(LC 51) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-862/728,C-D=-861/728 BOT CHORD B-D=-653/836 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and G-C Exterlor(2)zone;cantilever left and right exposed:end vertical left exposed;U-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide N- CiA]?Cl will fit between the bottom chord and any other members,with BCDL=10.0psf. ` `�,n S �1 9)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. O _ ��• 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) B=252,D=252. f 11) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)340 lb down and 529 lb up at 4-0-0,and 340 lb down and 529 lb up at 8-1-10 on top chord,and 15 lb down and 7 lb up at 2-0-12,21 lb down and 3 lb up at 4-0-12,21 lb down and 3 lb up at 6-1-3,and 21 lb down and 3 lb up at 8-1-10,and 15 lb down and 7 lb up at 10-1-10 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. C �958E 12) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �Q �t i} GISTI LOAD CASE(S) Standard SS%W\ u_ 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTek@)connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing VIEW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,slorage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss Type City ;Ply '^�C-3905 172nd St NE-Adinglon-WA U1351336 25191 P1 GABLE 12 1 b Reference(Optional Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc- Tue Jun 11 14:02:32 2019 Page 2 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-gUzLs?M?R 15zlmAmvuMAkovBhehfYVeKN rnXigz7Kmr LOAD CASE(S) Standard Uniform Loads(plf) Vert:A-C=-76,C-E=-76,B-D=-20 Concentrated Loads(lb) Vert:L=156(B)M=156(B)0=1(B)P=3(B)Q=3(B)R=3(B)S=1(B) ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTek®connectors,This design is based only upon parameters shown,and is for an individual building component,not a truss system-Before use,the building designer must verify the applicability of design parameters and properly incorporate[his design into the overall .�'�k' building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only.Additional temporary and permanent bracing MI� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPl1 quality Criteria,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bra Industrial Road Bradford,ON,L3Z 3G7 Job Tnfsa 7.Type my Ply \-PAC-3905 172nd St NE-Arlington-WA I U1351337 25191 P2 Roof Special 24 1 L_ _ i Job Refers o iorlal Alliance Truss (CA). Abbotsford,SC-V2S 7P6. 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:02:33 2019 Page 1 I D;rCTmK6iuyDTtyZuzrFbeDzl USd-8hXj3LMeCKDgvwlzTctPG?R I F 12THxrTcVX5E7z7Kmq 310-5 0 -1 6-1-4 12-2-6 1 16-0-14 -3-10-8 0 1 6-1-3 6-1-2 1 3-10-7 1 Scale=1:32.5 5x6 = C 3.69 i12 I �ti r- 4x7 = 1.5x4 I! 4x7 6-1-4 12-2-6 r SA 4 } I61.9 Plate OBsets_(X.Y)' (8:0-1�O.EdgeJ,[C 0-3-0,O-"]z[fl-i-0:Edg# LOADING (psf) SPACING- 2-0-0 V CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.88 Vert(LL) 0.06 F-I >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.34 Vert(CT) 0.05 F-I >999 180 TCDL 13.0 ` Rep Stress Incr YES WB 0.07 Horz(CT) 0.01 D n/a n/a BCLL 10.0 I Code IBC2015ITP12014 Matrix-MS Weight:53 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) B=880/0-5-8,D=880/0-5-8 Max Horz B=46(LC 10) Max Uplift B=-183(LC 10),D=-183(LC 11) Max Grav B=897(LC 21),D=897(LC 22) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-828/121,C-D=-828/121 BOT CHORD B-F=-129/739,D-F=-129/739 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFP.S(envelope)gable and zone and C-(-'Extorior(2)zone;cantilever left and right expoved;end vertical left exposed;C.0 for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Ot=lb) �v(��1 GARe,,� B=183,D=183. A57, � 1 C r rs/QNAI,Y�`'` June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing �{�IC• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1, fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 .Job iTruss 'Type l3ty Ply AG3905172nd St NE-AdIn®Wn•WA 25191 P3 IGABLE 2 1 U1351338 _ Job Reference toptional Alliance Truss (CA). Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:02:35 2019 Page 1 I D:rCTmK6iuyDTt_yZuzrFbeDzl U Sd-53eU UOOujyTY9DvLaOvtLO Wcurjflsim 3pOB1?z7Kmo -3.10.8 B-1-3 12-2-6 16-0-14 3-10-8 6.1.3 15-11-3 3.1" Scale:3/8"=1' 5x6 2.50 12 l 2x4 II C 2x4 11 l Q _-� R N ( O C _- 7 U -cA l� 4x7 = 1.5x4 II 1.5x4 II 1.5x4 II 47 = 6-1-3 12-2-6 r 6.1 3 6-1-3 Plate OHSBts(;Q)- 3:0-1-5,Ed9ej,I 10-U11,04-M].[Q:a1-5 Edge _ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP _ TCLL 25.0 Plate Grip DOL 1.15 TC 1.00 Vert(LL) -0.08 F-M >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.42 Vert(CT) -0.09 F-M >999 180 TCDL 13.0 Rep Stress Incr NO WB 0.04 Horz(CT) 0.02 D n/a n/a _ BCLL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:53 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-8 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. (lb/size) B=718/0-5-8,D=720/0-5-8 Max Horz B=34(LC 10) Max Uplift B=-244(LC 10),D=-243(LC 11) Max Grav B=840(LC 54),D=840(LC 53) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-C=-1446/816,C-D=-1446/815 BOT CHORD B-F=-764/1386,D-F=-764/1386 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5,Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. (ti`1 GA/ZC 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide S� %`� will fit between the bottom chord and any other members,with BCDL=10.0psf. �Sy1^r 9)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) B=244,D=243. y 11) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)340 lb down and 525 lb up at 4-0-0,and 340 lb down and 525 lb up at 8-1-10 on top chord,and 15 lb down and 7 lb up at 2-0-12,21 lb down and 3 lb up at 4-0-12,21 lb down and 3 lb up at 6-1-3,and 21 lb down and 3 lb up at 8-1-10,and 15 lb down and 7 lb up at 10-1-10 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 12) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). /• �• LOAD CASE(S) Standard ss�UNA June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors,This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall bullding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing ;� ek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the M l l fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Streel,Suite 312,Alexandria,VA 22314. Bradford,ON,1_3Z 3G7 Job Truss >s Type Qty iPly \-PAC-3905 172nd St NE-Arlington-WA 1.11351338 i 25191 iP3 'GABLE 2 1 I 1Job Reter nl;*_e(o_"L ) Alliance Truss (CA), Abbotsford.BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:02:35 2019 Page 2 I D:rCTmK6iuyDTtyZuzrFbe Dzl USd-53eU UOOujyTY9DvLaOvtLQ W curjffsi m3pOB I?z7Kmo LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-C=-76,C-E=-76,K-N=-20 Concentrated Loads(lb) Vert:F=3(F)Q=156(F)R=156(F)S=1(F)T=3(F)U=3(F)V=1(F) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ulf-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors,This design is based only upon parameters shown,and is for an individual building component,not ,� a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate[his design into the overall ■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chard members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the IY 11 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI1TPl1 Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 IN Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 'Job Muss Type oty 'Ply TAC-3905 172nd St NE-Arlington-WA U1351339 i25191 P4 Common 1 1 {Job_ Reference o Bonet Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:02:36 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-ZGCsiMPW UFbPmNUY8kQ6ue3pgF4vUJfwlTIIrRz7Kmn 1 -3-]0-8 6.13 12-2-6 16-0-14 3-10-8 64-3 6.13 3-10-9 Scale:3/8"=1' 5x6 = 2.50 i12 C r � 1 Sd ~ E 'o 4x7 = -�1 1.5x4 '; 4x7 6-1-3 12.2.6 6-13 6.1-3 Plate t)flsets(X,Y}- _[B 01-9.Edgel,N:0-1.9,EdggL _ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.87 Vert(LL) 0.07 F-L >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.36 Vert(CT) -0.06 F-I >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.02 D n/a n/a _ BCDL 10.0 BCDL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:52 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-8 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) B=880/0-5-8,D=880/0-5-8 Max Horz B=-34(LC 11) Max Uplift B=-182(LC 10),D=-182(LC 11) Max Grav B=896(LC 21),D=896(LC 22) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-1086/170,C-D=-1086/170 BOT CHORD B-F=-175/1030,D-F=-175/1030 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1,33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) CiA fj��� B=182,D=182. \\+A$ 1 39586 yr G�� June 14,2019 ®WARNING-Verily design parameters and READ NOTES ON TI4IS AND INCLUDED MfTEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. I �� Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,no1 . a truss system.Before use,the building designer musl verify the applicability of design parameters and properly incorporate this design into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Wei( always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Qualify Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 jJOb Truss ;s Type Qty IPly PAC-3905 172nd St NE-Arlington-WA U1351340 126191 PB1 GABLE 1 1 Job Reference Loplional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:02:39 2019 Page 1 ID:rCTmK6iuyDTlyZuzrrbaDzlUEd-zru KOROnA_zdrC6payWChr cS4mhgNM R_r'Rmz7Kmk I 6-1.4 12-24 6-14 6-14 Scale=1:23.5 1.5x4 II 1.5x4 = 2x4 = 4x6 = 1.5x4 11 4.12 [12 - >, - 1.5x4 I �--�. � 1.5x4 i! 3x4 G -' f• , �-``H 3x4 5x6 / 5x6 \``;- F 3x4 = 1.5x4 II 3x4 = 12-2-a i 12-2-8 Plate Offsets{X_Y��B_0 3 0a) r[C;0 2-O.Edger.IC 0 0-12.0 1-i21..[c:aa�2�o--1s� jc:0 0-1 sb toa3 o a1-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.57 Vert(LL) 0.00 E n/r 1 13. 20 MT20 197/144 (Roof Snow=2 Lumber DOL 1.15 BC 0.41 Vert(CT) 0.00 D n/r 120 BCLL 10.0 TCDL 130 Rep Stress Incr NO WB 0.00 Horz(CT) 0.01 D n/a n/a BCDL 10.0 Code IBC2015/TPI2014 I Matrix-S Weight:36 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-2 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 REACTIONS. (lb/size) B=605/9-6-12,D=7 1 619-6-1 2,F=143/9-6-12 Max Horz B=-21(LC 19) Max Uplift B=-20(LC 10),D=-39(LC 11) Max Grav B=605(LC 1),D=716(LC 1),F=220(LC 5) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-C=-854/125,C-D=-871/127 BOT CHORD B-F=-70/748,D-F=-70/748 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(euvelupe)ydble end tune and C-C Extellui(2)tune;udnLllever left and ilyld Bxpused;end velticdl left expused;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 19.9 psf or 2,00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. GARC 9).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide A$7 will fit between the bottom chord and any other members,with BCDL=10.Opsf. O� tiG 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)B,D. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building designer. 13) No notches allowed in overhang and 0 from left end and 0 from right end or 12"along rake from scarf,whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c.maximum between the stacking chords. For edge-wise notching,provide at least 39536 one tie plate between each notch. i LOAD CASE(S) Standard <SS'/t N-L(�C 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 June 14,20191 &WARNING-Verify design parareters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTek@ connectors.This design is based only upon parameters shown,and is for an individual building component,nol a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing ��ek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?Plr Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,1_3Z 3G7 Job Truss ,Type IOty Ply r�-T,4 05172nd St Ml -Arfingtoo-WA 125191 PB1 iGABLE 11 1 1 U1351340 Job Rek�rence(optional)_ AlNafice Truss(CA). Abbotsford,DC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:02:39 2019 Page 2 ID:rCTmK6iuyDTtyZuzrFbeDzlUSd-zru_KOROnA_zdrC6ps_pWGhPcS4mhgNM_R PRmz7Kmk LOAD CASE(S) Standard Uniform Loads(plf) Vert:A-C=-114,C-E=-114,B-D=-20 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ;�ek' building design. Bracing indicated is to prevent buckling or individual truss web and/or chord members only.Additional temporary and permanent bracing MI NOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the labdi storage,delivery,etec0orl and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Los Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Ob Ttligs: ;s Type Oty Ply ,PAC-3905 172nd St NE-Arlington-WA U1351341 25194 Pin Pi9gYbiK* 8 I 1 Jab Relerence_(o�Ctonai) Alliance Truss (CA), Abbotsford,9C 7P6, 8.310 S May 22 2019 MITek htdusUin,Inc. Tue Jun 11 14:02:40 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd RISNXIcS1YU6gF_nJNaV22UEDKeT4Q5bVD5jy_Dz7Kmj 6-1-4 12-2-8 6-1-4 6-1 A Scale=1:20.6 4x5 C 4.12 12 H I / � D B E A im A �_ �f 2x4 = F 2x4 1.5x4 l l 12-2-e Me an_eels CXxY;r- �",Ed �, C' 2-a�a2-8]t L � ] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.32 Vert(LL) -0.01 E n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.21 Vert(CT) 0.01 E n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 D n/a pie BCLL 10.0 BCDL 10.0 Code IBC2015/TP12014 Matrix-S Weight:27 lb FT=.20%LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x3 SPF No.2 REACTIONS. (lb/size) B=274/9-6-12,D=274/9-6-12,F=503/9-6-12 Max Horz B=-24(LC 15) Max Uplift B=-57(LC 10),D=-60(LC 11),F=-19(LC 10) Max Grav B=282(LC 21),D=282(LC 22),F=528(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS C-F=-355/121 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for inllltllueis and ruices&MWFR3 rut leactiuna shuwll,Lumber DOL-1.33 Nldte ylip DOL-1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,D,F. '� GA[t 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building 'AS designer. p k�39586. X%, �%/Sl'1s1Z. `SS�0, FAI :"' June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not Cb a truss system-Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the f V 1 1 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIYTP11 Quality Criteria,DSB.89 and BCSI Building Component i 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON, oa 3G7 Job Truss Type my Ply AC-3905 172nd St NE-Arlington-WA U1351342 25191 P83 Piggyback 2 1 1 I IJob Reference(optional) Alliance Truss (CA), AbbOtlil BC-V2S 7P6, 8.310 s May 22 2D19 MiTek Industries,Inc. Tue Jun 11 14:02:40 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-R1 SNXkS1YU6gF_nJNaV22UEeKsT405bVD5jy_Dz7Kmj _ 6.1.4 12-2-8 6-1-4 B•1.4 Scale=1:20.6 4x5 C 4.12 12 i H N B l D E j m M A t r ao o ro 20 = F 20 1.5x4 II 12-2-8 12 2-8 Plate Offsets.Q(,Y). _I8:0�0 8�Edge, [C:0-2-8,0-2-81tiID:0A-B4dgell --- LOADING (psi) SPACING- 2-0-0 CSL DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.32 Vert(LL) -0.01 E n/r 120 MT20 197/144 (Roof Snow=2 TCDL 13.3.0 Lumber DOL 1.15 BC 0.21 Vert(CT) 0.01 E n/r 120 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 D n/a n/a _ BCLL 10.0 BCIDL 10.0 Code IBC2015/TPI2014 Matrix-S Weight:27 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x3 SPF No.2 REACTIONS. (lb/size) B=274/9-6-12,D=274/9-6-12,F=503/9-6-12 Max Horz B=-24(LC 15) Max Uplift 6=-57(LC 10),D=-60(LC 11),F=-19(LC 10) Max Grav B=282(LC 21).D=282(LC 22),F=528(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS C-F=-355/121 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.ll;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,D.F. GAR�� 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable,or consult qualified building \VAS f) designer. p 39.586 . l.Ss,1 0N A,- June 14,2019 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek)connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �g���g ' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing iTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the lylg fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Rd Safety Information available from Truss Plate Inslitute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,Road 3G7 :Job (Truss ;s Type Qly PAC-3905 172nd St NE-Arlington-WA I iplly U1351343 i25191 S1 GABLE Job Reference(optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:02:43 2019 Page 1 I D:rCTmK6iuyDTt_yZuzrFbeDzl U Sd-ec7VAlUvrPU P6 S W u 2i2lg6s723Lmd H Iyv2ycaXz7Kmg 1-10-8 29-0-8 1r 10-8 29-0-8 t 3x4 Scale=1:59.9 4.12 112 M J. L K'Ai� � J 3x4 ' 8x12 MT18HS ���- H 0 G I m F _ 3x4 C __i .\• AE \\ 3x4 = AD AC AB AA Z Y X W V U T S R Q 4x10 MT18HS 11 8x10 = 4x4 = 3x4 11 2M-8 , 29.a8 Plate Offsets y—JW 0-11,Egefi - .0.0-2 ,-Do-2-oa0-12G:o7!L-1 2a2-P&PtII2L2-0 -0A, P.- 0, Y:04-s,Eage1s-e0 a � ] JJa , 1t _ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) /deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.93 Vert(LL) 0.00 A n/r 120 MT20 197/144 (Roof Snow=25.0) I Lumber DOL 1.15 BC 0.85 Vert(CT) 0.01 A n/r 120 MT18HS 197/144 TCDL 13.0 Rep Stress Incr YES WB 0.77 Horz(CT) -0.10 Q n/a n/a BCLL to BCDL 10.0 Code IBC2015/TPI2014 I Matrix-S Weight:189 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, F-P,A-J:2x4 SPF 210OF 1.8E except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-8-14 oc bracing. WEBS 2x4 SPF No.2*Except* WEBS 1 Row at midpt P-Q,O-R,N-S G-Y:2x4 SPF 210OF 1.8E JOINTS 1 Brace at Jt(s):AE OTHERS 2x4 SPF No.2*Except* G-AA:2x4 SPF 210OF 1.8E REACTIONS. All bearings 29-0-8. (Ib)- Max Horz B=317(LC 43) Max Uplift All uplift 100 Ib or less at joints)Q,R.S,T,U,W,X,AC except B=-1232(LC 37),Y=-4594(LC 38),Z=-448(LC 45),AA=-5590(LC 47),AB=-176(LC 45),AD=-193(LC 45) Max Grav All reactions 250 lb or less atjoint(s)Q,W,X,AC except B=1323(LC 58), R=295(LC 30),S=274(LC 21),T=277(LC 21),U=264(LC 21),Y=4585(LC 57), Z=520(LC58),AA-5740(LC 42),AB-339(LC 30),AD-572(LC-30) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-4502/4350,C-D=-2894/2771,D-E=-2208/2107,E-G=-1575/1488,G-H=-6093/5964, H-1=-5463/5349,I-J=-4768/4669,J-K=-4092/4009,K-L=-3413/3345,L-M=-2735/2682, M-N=-2063/2019,N-0=-1402/1358,O-P=-720/681 BOT CHORD B-AD=-4208/4067,AC-AD=-2637/2596,AB-AC=-1956/1915,AA-AB=-1394/1353, Z-AA=-699/656,Y-Z=-832/789,X-Y=-4388/4369,W-X=-3768/3748,U-W=-3148/3128, T-U=-2528/2507,S-T=-1908/1887,R-S=-1289/1266,Q-R=-668/646 WEBS Z-AE=-502/475,G-AA=-5703/5610,E-AB=-254/207,C-AD=-393/245,G-AE=-6521/6596, Y-AE=-6701/6777 AS// NOTES- Lti 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 i9586 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. S/���;�L�� 6)All plates are MT20 plates unless otherwise indicated. 7)All plates are 1.5x4 MT20 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing. June 14,2019 at 2-0-0 oc. AWARNING-Verify design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERANCE PAGE 1/111.7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek@ connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design- Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?Pl1 Qualify Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job (Trues TV" Gly pPly `�AC-3905 172nd St NE-Arlington-WA 25191 liIS1 GABLE 1 U1351343 1Job Reference o tional Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:02:43 2019 Page 2 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-sc7VAlUvrPU P6S W u2i2lg6s?23Lmd H Iyv2ycaXz7Kmg NOTES- 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 12)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 13) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)Q,R,S,T,U,W,X,AC except Qt=lb)B=1232,Y=4594, Z=448,AA=5590,AB=176,AD=193. 14)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1-33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 29-0-8 for 310.0 plf. 15) No notches allowed in overhang and 11008 from left end and 0 from right end or 12"along rake from scarf,whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 D.C.maximum between the stacking chords. For edge-wise notching,provide at least one tie plate between each notch. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mfi-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek@ connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ;� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Mllek' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Streel,Suite 312,Alexandria,VA 22314 Bradford,ON,L3Z 3G7 _ j i,Jobtt18S s Type Qty Ply -PAC-3905 172nd St NE-Arlington-WA 191 S2 Monopitch 4 1 U1351344 Job Reference( i al Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Induslrf08.Inc. Tue Jun 11 14:02:44 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzl USd-KohtN6VXejoGkc64cPa_D KOCzTkvMlf57ihA7_z7Kmf 1-10-8 7-4-12 13-7-10 20-7-4 27-5-0 29-0-4 1-10-8 7-4-12 6-2-14 6-11-10 6-9-12 1-7A 4.12 F 12 HSse18=1:55.2 44 4x6 P F 0A4 J...k-.: D m 1.5x4 C h g LJ K J Q R - - - 4x5 = 3x4 = 3x5 = 44 = 3x6 = 94-2 18.4-13 27-5-0 0-7-2 8-9-11 9-0-3 Plate Offsets(XsY}. (8 2-0,_Ede]r, 2,a1-saA :o-3-o;Eago�,. ;o-1-:12, �J,.[c_0.2-0.0-oLOADING (psf)(psf) I SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.79 Vert(LL) -0.34 I-J >952 240 MT20 197/144 (Roof Snow=25.0) I Lumber DOL 1.15 BC 0.67 Vert(CT) -0.51 I-J >637 180 TCDL 1BCLL 0'0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.07 1 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:118 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, A-E:2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2*Except* WEBS 1 Row at midpt G-I,F-1 C-L,D-L,F-J:2x3 SPF No.2 REACTIONS. (lb/size) 1=1441/0-5-8,B=1452/0-5-8 Max Horz B=31 O(LC 10) Max Uplift 1=-227(LC 14),B=-153(LC 10) Max Grav 1=1792(LC 3).B=1514(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-C=-3218/287,C-D=-2903/231,D-F=-1599/90,G-1=-560/169 BOT CHORD B-L=-535/3008,J-L=-364/2092,I-J=-188/1130 WEBS C-L=-559/185,D-L=-69/902,D-J=-941/223,F-J=-61/1109,F-1=-1619/274 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ,�[o` G11(1(,�� will fit between the bottom chord and any other members,with BCDL=10.0psf. WA y 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) y / 1=227,B=153. 395$fi�� TV <SS�ONAL�rV\ June 14,2019 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek�connectors-This design is based only upon parameters shown,and is for an individual building component,not . a truss system-Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPl1 Quality Criteria,DSB-99 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss 1Type C1ty I Ply SAC-3905 172nd St NE-Arlington-WA U1351345 25191 S3 ;GABLE 1 1 Job Reference L0ptionaq Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 S May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:02:46 2019 Page 1 ID:rCTmK6iuyDTl_yZuzrFbeDzl USd-GBpeonXo8Ks_zvFTjgcSIIUZMHMEgdiObOAHBsz7Kmd -1-10.8 27.5-0 l 27-" 4.12 I12 3x4 Scale=1:59.1 O N �~ i- M�/i L 4x5 AD %- __ H R 7x10 GJ� E �f�f If C � 3x7 ACC T I a axe AB AA Z Y X W V U T S R Q P 6x8 4x10 MT18HS = 3x4 11 8x10 = 27-5-0 27•SO Plate Offsets(,'KY) :04-ka1-Ojjlk LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 D Plate Grip DOL 1.15 TC 0.67 Vert(LL) -0.00 A n/r 120 MT20 197/144 (Roof Snow=2 13, Lumber DOL 1.15 BC 0.87 Vert CT 0.01 A n/r 120 MT18HS 197/144 BCDL 100 Rep Stress Incr YES WB 0.86 Horz(CT) -0.09 P n/a n/a BCDL 10.0 Code IBC2015/TPI2014 I Matrix-S Weight:147 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 3-1-10 oc purlins. A-I:2x4 SPF 210OF 1.6E except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SPF No.2*Except* WEBS 1 Row at midpt O-P,N-Q F-W:2x4 SPF 210OF 1.8E JOINTS 1 Brace at Jt(s):AC OTHERS 2x4 SPF No.2*Except* F-Y:2x4 SPF 210OF 1.8E REACTIONS. All bearings 27-5-0. (lb)- Max Horz B=309(LC 43) Max Uplift All uplift 100 lb or less atjoint(s)P.Q,R,S,T.U,AA,AB except B=-1565(LC 37),W=-4296(LC 38),X=-312(LC 45),Y=-5160(LC 47).Z=-202(LC 45) Max Grav All reactions 250 lb or less at joint(s)P.U,AA except B=1674(LC 56), Q=292(LC 30),R=271(LC 21),S=275(LC 21),T=257(LC 21),W=4293(LC 57), X=414(LC 30),Y=5293(LC 42),Z=365(LC 30),AB=518(LC 29) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-4874/4713,C-D=-3038/2916,D-E=-2348/2249,E-F=-1724/1638,F-G=-5396/5284, G-H=-4773/4675,H-J=-4074/3991,J-K=-3398/3331,K-L=-2719/2667,L-M=-2044/2003, M-N=-1383/1342,N-O=-703/665 BOT CHORD B-AB=-4446/4327,AA-AB=-2767/2737,Z-AA=-2085/2055,Y-Z=-1527/1497,X-Y=-907/877, W-X=-580/551,U-W=-3766/3745,T-U=-3146/3125,S-T=-2526/2505,R-S=-1906/1885, Q-R=-1286/1265,P-Q=-666/645 WEBS G-AC=-252/221,X-AC=-365/340,F-Y=-5256/5179,E-Z=-278/235,C-AB=-372/132, F-AC=-5786/5857,W-AC=-5872/5943 NOTES- ,� ~ GAR(,J� - 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 rn 1 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry — Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design, �9586 5)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs �� �t j- non-concurrent with other live loads. ��1STVi 6)All plates are MT20 plates unless otherwise indicated. 7)All plates are 1.5x4 MT20 unless otherwise indicated. 8)Gable requires continuous bottom chord bearing. 9)Gable studs spaced at 2-0-0 oc. June 14,2019 en desi ned for a 10.0 DSI bottom chord live load nonconcurrent with anv other live loads. AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek@ connectors.This design is based only upon parameters shown,and is For an individual building component,not a truss system.Before use,the building designer must verify the applicability or design parameters and properly incorporate this design into the overall building design Bracing Indicated is to prevent buckling of individual truss web andlor chord members only.Additional temporary and permanent bracing fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSVTPl1 Quality Criteria,DSB-89 and BCSI Building Component I V I i Te k f8 always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Safety Information available from Truss Plate Institute,218 N-Lee Street,Suite 312,Alexandria,VA 22314. 100 Industrial RoadBradford,ON,Loa 3G7 Job {Truss ss Type Oily Ply 1-PAC-3905 172nd St NE-Arlington-WA f U1351345 2519� S3 !GABLE 1 1 Job Reference!option Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc.Tue Jun 11 14:02:46 2019 Page 2 ID:rCTmK6iuyDTtyZuzrFbeDzl U Sd-GBpeonXoBKs_zvFTjgcSl I UZMHM EgdiObOAHBsz7Kmd NOTES- 11)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 12)All bearings are assumed to be SPF No.2 crushing capacity of 42b psi. 13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)P,0,R,S.T,U,AA,AB except Qt=1b)B=1565, W=4296,X=312,Y=5160,Z=202, 14)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 27-5-0 for 310.0 plf. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTeW connectors.This design Is based only upon parameters shown,and is for an Individual building component.not a truss system.Before use,Ilia building designer must verity the appicaWN properly y of design parameters and mcnrpwate this design into the overall IS ;�ek• building design Bracing indicated is to prevent buclhng of individual truss web and/or lord members only,Additional temporary and permanent bracing is always required for stablflly and to prevent collapse with possible personal injury and property damage- For general guidance regarding the MLI fabrication,storage,delivery,erection and bracing of trusses and then;systems,see ANWPII Quality Criteria,DS049 and BCSI Building Component 100 Industrial Road Safety information available from Truss Plate Institute,218 N.Lee Slreel,Suite 312,Alexandria,VA 22314. Bradford,ON,1-3Z 3G7 Job Truss S Type 01Y Ply' AC•3905172nd St NE-Arlington-WA U1351346 125191 I(OBL:E 4 1 Job Reference Lp o t Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:02:50 2019 Page 1 I D:rCTmK6iuyDTt_yZuzrFbeDzl U Sd-9y29e9al BZMQSXYEyggOSbeFXug4mT 1_We8U Kdz7KmZ 1.1D$ 27-5-0 28-2-8 11-10-5 27.5-0 0 9 8 Scale=1:60.2 4x8 4.12 i12 3x4 II 3x6 --p N M� L K , IJ •"/ I "� H 11i17 s 7x8 G 3x7 F 7 v E C D/� 3x4 4 \AD it 1 30 11 i 7x8 = AC AB AA Z Y X W V U T S R O 3x4 = 3x6 % 6x8 II 4x7 ' 7x10 = 3x4 = 27-5-0 27-&0 Plate Offsets x{_Y)- (8:0-0-18,Edp (B:Q!Q-12 2-0I,IFS-B4O-1A,-[J:o,2-0.0-0-of;.(o:a9.0,a2-0j,(0:0-1-4;at.s1,(X:a3-ado 3,0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.66 Vert(LL) 0.00 P n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.49 Vert(CT) 0.00 P n/r 120 BCDDL 13.0 • Rep Stress Incr NO WB 0.71 Horz(CT) -0.07 Q Tie n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-S Weight:231 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF 210OF 1.8E*Except* TOP CHORD Structural wood sheathing directly applied or 3-2-5 oc purlins, I-P:2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 3-8-6 oc bracing. B-U:2x4 SPF 2100F 1.8E WEBS 1 Row at midpt O-Q,N-R WEBS 2x8 SPF 1950F 1.7E*Except* JOINTS 1 Brace at Jt(s):AD O-Q:2x4 SPF No.2,F-X:2x4 SPF 210OF 1.8E OTHERS 2x4 SPF No.2*Except* F-Z:2x4 SPF 210OF 1.8E REACTIONS. All bearings 27-5-0. (lb)- Max Horz B=306(LC 38) Max Uplift All uplift 100 lb or less at joint(s)Q,S,T,V,W,AB except B=-1312(LC 37),R=-110(LC 45),X=-3987(LC 46),Y=-368(LC 37),Z=-4778(LC 45).AA=-139(LC 59) Max Grav All reactions 250 lb or less at joint(s)AA,AC except 0=318(LC 21). B=1558(LC 58),R=392(LC 30),S=352(LC 21),T=353(LC 21),V=309(LC 21), W=267(LC 1),X=4041(LC 57).Y=522(LC 30),Z=4992(LC 56).AB=826(LC 21) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-C=-4754/4540,C-E=-2302/2138,E-F=-1681/1568,F-G=-5377/5224,G-H=-4743/4557, H-J=-4049/3929,J-K=-3373/3269,K-L=-2694/2606,L-M=-2014/1943,M-N=-1327/1281, N-O=-696/653,O-Q=-303/60 BOT CHORD B-AC=-4412/4282,AB-AC=-3081/3046,AA-AB=-2110/2018,Z-AA=-1488/1447,Y-Z=-805/762, X-Y=-595/552,W-X=-3673/3676,V-W=-3053/3055,T-V=-2433/2434,S-T=-1812/1813, R-S=-1192/1193,Q-R=-571/571 WEBS 13817%28 F-AD3155B7/5650,X-AD=-530,/ 45 8 78/018 3,Y-AD=464/393, 5�N11 Gn//(± F-Z-49544799,C AB NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; ` MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. C 39ss� 3)TCLL ASCE 7-10;Pf=25.0 psi(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. S C> 5)This truss has been designed for greater of min roof live load of 19.9 psi or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. S/QNALION 6)All plates are 1.5x4 MT20 unless otherwise indicated, 7)Gable requires continuous bottom chord bearing. June 14,2019 tl at 2-0-0 oc. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not '• a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi lek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?PIf Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job lusts t Type rQty Ply! -PAC-3905 172nd St NE-Adington-WA U1351346 25191 IS4 GABLE I4 t .Job Reference(optional) Alliance Truss (CA), Abbotsford,BC-V2S 7106, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:02:50 2019 Page 2 I D:rCTmK6iuyDTtyZuzrFbeDzl U Sd-9y29e9a1 BZMQSXYEyggOSbeFXug4mT1_We8U Kdz7KmZ NOTES- 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 11)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)Q,S,T,V,W,AB except Ot=lb)B=1312,R=110. X=3987,Y=368,Z=4778,AA=139. 13)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 27-5-0 for 310.0 plf. 14)No notches allowed in overhang and 11008 from left end and 908 from right end or 12"along rake from scarf,whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c.maximum between the stacking chords. For edge-wise notching,provide at least one tie plate between each notch. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-O=-114,O-P=-114,B-Q=-20 AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall IfilTek' building design- Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing ' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job I Truss S Type aty 'Ply \-PAC-3905 172nd St NE-Arlington-WA U1351347 25191 S5 MONOPITCH 9 1 t Job Reference(optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Indusldes,Inc. Tue Jun 11 14:02:52 2019 Page 1 I D:rCTm K6i uyDTtyZuzrFbeDzl U Sd-5LAv2gbYjAc7hgic45jsXOkZu iSj ENgGzydb P Wz7 KmX 7-4-12 13-7-10 20.7-4 27-5-0 29-2-8 1-1D-B 7+4-12 6-2-14 I 6-11-10 6-9-12 0.9-8 4.1212 Scale=1:55.7 G H 3x4 (! _ i 44 4x6 P F E i � 3x4 5 ; ro 1.5x4 C /f 1 a B L K J Q R 4x5 = 3x4 = 3x5 = 4x4 = 3x6 = 9-7-2 184-13 27-" 9-7-2 9-9-11 9-0-3 Plate Offsets.(X,Y)'_-R*, 2-0,Ed981,P10--12,a11-e�.[E o�Egge1,�F a1 1.2.a1-121r J 0-�-12ra_1-e�_��:at�i2,o-1781 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 13. 0.79 Vert(LL) -0.34 W >951 240 MT20 197/144 (Roof Snow=2 Lumber DOL 1.15 BC 0.67 Vert(CT) -0.51 W >637 180 BCDL 13.0 Rep Stress Incr YES WB 0.76 Horz(CT) 0.07 1 n/a n/a BCDL 10.0 BCDL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:117 lb FT=20% - LUMBER- BRACING- TOP CHORD 2x6 SPF No.2"Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, A-E:2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, WEBS 2x4 SPF No.2"Except' WEBS 1 Row at midpt G-1,F-1 C-L,D-L,F-J:2x3 SPF No.2 REACTIONS. (lb/size) 1=1377/0-5-8.B=1455/0-5-8 Max Horz B=303(LC 10) Max Uplift 1=-210(LC 14).B=-157(LC 10) Max Grav 1=1723(LC 3),B=1523(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-C=-3246/298,C-D=-2930/242,D-F=-1628/102,G-1=-439/121 BOT CHORD B-L=-537/3034,J-L=-367/2117,I-J=-191/1158 WEBS C-L=-559/186,D-L=-69/902,D-J=-938/222,F-J=-61/1107,F-1=-1658/279 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1,10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �j�^t GAR(./ will fit between the bottom chord and any other members,with BCDL=10.Opsf. WA S7 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. C�� 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) 1=210,B=157. , 39586 ., r� O `.' /0NAL���� June 14,2019 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7472 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek@ connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' 11 is always required for stability and to prevent collapse wilh possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/rill Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 �b trusts Type Qty IMty PAU-390b 1 f2nd St NE-Arlington-WA 191 ISB IGABLE t 1 U7351348 II Lob Reference!optional l Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:02:57 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-SIzo6YfhYiFQocaatell E3RRMj6Tvcw?7ELM4kz7KmS -1.10 B 7-10.4 14-4.14 i 20.11.8 28.11.8 34.54 7-10-4 6-6-10 6-6-10 81" 5.6.12 44 = Scale=1:67.6 4.12 12 4x4 N O P 05x6 M-� R 6x8 L 5x6 K 40 7 I AO • / I 40 F 40 �AL It 7 ! U/ 1 E 7 XT I D ✓ � AN 47 II 13X7 II o (; 4x10 MT18HS = 5x6 = 4x7 46 11 v U T S AJ At AH AG AF AE AD AC AB AA Z Y XW 7x10 = 4x10 MT18HS 11 3x4 = 7-10•4 14.4-14 20 11.8 27.5.0 28-11.8 34.5.4 7-10-4 6-6-10 6 8 10 6.5-8 1-5-8 5.5-12 Plate otlsats,(X,Y)�_[B:0-0-2.lEdQ k.P.'q- o.o ,pc 0 4-o,a2-el,[lR Q--t2,a�-al,.LA4.A LOADING (psf) SPACING- 2-0-0 I CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0.06 T-U >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.95 Vert(CT) -0.09 T-U >956 180 MT18HS 197/144 TCDL 13.0 Rep Stress Incr YES WB 0.89 Horz(CT) -0.07 AD n/a n/a BCDL 10.0 Code IBC20151TP12014 Matrix-S Weight:284 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-9-7 oc purlins, A-l:2x4 SPF 210OF 1.8E except end verticals. BOT CHORD 2x4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. B-AB:2x4 SPF 210OF 1.8E WEBS 1 Row at midpt K-AA,O-V,R-S WEBS 2x8 SPF 1950F 1.7E*Except* JOINTS 1 Brace at Jt(s):AK,AL,AM,AN,AO K-AA,K-V,O-V,R-V:2x4 SPF No.2,R-S:2x6 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. All bearings 27-5-0 except Qt=length)S=0-5-8,W=0-3-8. (lb)- Max Horz B=293(LC 37) Max Uplift All uplift 100 Ib or less at joint(s)X,AD,AE,AF,AG,AH,AI,AJ except B=-2283(LC 37),AA=-2932(LC 39),S=-3036(LC 40),Y=-113(LC 46). Z=-265(LC 37),AC=-194(LC 37),W=-148(LC 31) Max Grav All reactions 250 lb or less at joint(s)X,Y,AD,AE,AF,AG,AH,Al,W except B=2407(LC 58),AA=3098(LC 58),S=3209(LC 57),Z=391(LC 28), AC=331(LC 28),AJ=478(LC 27) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-7041/6883,C-D=-5352/5232,D-E=-4678/4518,E-F=-4003/3915,F-G=-3327/3252, G-H=-2650/2588,H-1=-1976/1927,I-J=-1268/1235,J-K=-666/658,K-L=-2728/2662, L-M=-2136/2071,M-N=-1421/1409,N-O=-826/789,O-P=-698/639,P-Q=-1295/1277, Q-R=-180211727,R-S=-3019/2877 BOT CHORD B-AJ=-6517/6466,AI-AJ=-4586/4551,AH-AI=-3730/3695,AG-AH=-3029/2994, AF-AG=-2250/2215,AE-AF=-1471/1436,AD-AE=-693/657,AC-AD=-968/933, AA-AC=-1747/1712,Z-AA=-2525/2490,Y-Z=-3304/3269,X-Y=-4083/4048,W-X=-4205/4170, V-W=-4205/4170 WEBS K-AA=-3085/2966,K-AM=-3437/3546,AL-AM=-3488/3599,AK-AL=-3470/3579, V-AK=-3486/3599,V-AN=-2951/3035,AN-AO=-3005/3101,R-AO=-2720/2809,L-AM=-259/218, Z-AM=-324/294,J-AC=-261/222,C-AJ=-327/142,T-AO=-263/274 NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 0 39586 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry 0j, Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. l s 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. June 14,2019 t7 a es unless otherwise irlidir A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicaled is to prevent buckling of individual truss web andior chord members only.Additional temporary and permanent bracing IdiTek' • is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPIf Quallty Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 ,Job fuss TY11e City Ply PAC 3905 172nd St NE Mington-WA `�- U1351346 f25181 S8 'GABLE 1 1 i IJob Reference pores Alliance Truss (CA), AbbotgW,BC-V2S 7113$, &310 s May 222019 MITek Indusities,Inc. Tue Jun 11 14:02:57 2019 Page 2 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-SIzo6YfhYiFQocaatell E3RRMj6Tvcw?7ELM4kz7KmS NOTES- 7)All plates are 1.5x4 MT20 unless otherwise indicated. 8)Gable studs spaced at 2-0-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 11)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s)X,AD,AE,AF,AG,AH,Al,AJ except Ot=lb)B=2283, AA=2932,S=3036,Y=113,Z=265,AC=194.W=148. 13)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 27-5-0 for 389.4 plf. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPH Quality Criteria,DS9-09 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314, Bradford,ON,L3Z 3G7 Job Truss Type C1ty °Ply -PAC-3905 172nd St NE-Arlington-WA U1351349 25191 S7 Common 2 1 IJob Reference(optbnal) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MfTek Industries.Inc- Tue Jun 11 14:02:58 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-wVXAJugJJONHP19mQMgGnHzbg6Ute1 i9Lu4vcAz7KmR 1-10-8 7-10-0 14-1%8 21-11-0 28-11-8 34-5-4 1-10-8 7-10-0 7-0-8 7-0-8 I 7-0-8 5-5-12 5x8 = Scale=1:65.0 4.12 12 Q G 3x4 4x4 ��. H F 3x4 3x4 I E 1.5x4 a Cm �� NA I M R S L K T J U V 3x6 3x5 = 4x4 =3x4 = 3x5 = 5x6 = 9-7-1 18-4-11 27-2.4 34.5.4 r 9.7-1 B-9-10, 8-9-10 7-3-0 Plate Offsets(X,Y~! B[ a312,0449,ro:0-1-4,0-1.Bld[. -1-0,0-2.01,p_0-3.0,0-3.0],_jJ:Q-2-4,0.1-_81,_[Gt0.142,0.1.8] [M;0.1.8.0-1-8J� _ _ LOADING (psf) SPACING- 2-0-0 i CSL DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=2 TCLL 26. Plate Grip DOL 1.15 TC 0.83 Vert(LL) -0.22 M-P >999 240 MT20 197/144 TCDL 13.0 Lumber DOL 1.15 BC 0.75 Vert(CT) -0.45 M-P >717 180 BCLL 10.0 Rep Stress Incr YES WB 0.92 Horz(CT) 0.04 J n/a n/a BCDL 10.0 Code IBC2015ITP12014 Matrix-MS Weight:146 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-10 oc purlins, BOT CHORD 2x4 SPF No.2*Except* except end verticals. B-K:2x4 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2"Except" WEBS 1 Row at midpt F-J,G-J,H-1 C-M,D-M,D-L,F-L:2x3 SPF No.2 REACTIONS. (lb/size) B=1188/0-5-8,J=2905/0-5-8,1=-659/0-5-8 Max Horz B=278(LC 10) Max Uplift B=-139(LC 10).J=-325(LC 10),1=-818(LC 3) Max Grav 6=1218(LC 2),J=3326(LC 2),1=99(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-2311/230,C-D=-2049/197,D-F=-639/54,F-G=-107/956,H-1=-306/66 BOT CHORD B-M=-424/2147,L-M=-234/1057,I-J=-545/63 WEBS C-M=-580/196,D-M=-111/1126,D-L=-947/237,F-L=-116/1298,F-J=-1451/291, G-J=-1709/292,G-1=-136/1173 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design, 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. GA[?(, 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 9 S will fit between the bottom chord and any other members,with BCDL=10.Opsf. OF ��{• 41 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) B=139,J=325,1=818. ��GlST'��t� ONAL June 14,2019 . B WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ulf-7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not '- a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiT®k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bra Industrial Road Bradford,ON,L3Z 3G7 l Truss Type Oty `Ply PAC-N%172nd St NE-Arlington-WA U1351350 19i Sti `COMMON 2 1 1 I Job Reference o Uontal Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2018 MiTek 1 -'es,Inc.Tue Jun 11 14:03:002019 Page 1 I D:rCTmK6iuyDTt_yZuzrFbeDzl USd-stfxkZhardd?f3J9Ymsksi3wvwAL6xCSpCZOh2z7KmP 1.10.8. 7-1W9 i 14-10-8 21-11-0 28-11-8 34-5-4 38.3-12- 1-10-B 7-10-0 7-04 7-04 7-0-0 5.5-12 1-10.8 5x7 = Scale=1:67.2 4.12 12 G R'' ,\ 3x4 11 3x E 3x4 / 1.5x4 \� '/ \ a C N S T M L U K V W �- 3x6 3x5 = 4x4 =3x4 = 3x5 = 5x6 = 9-7-1 184-11 27-2.4 34-5.4 57-1 8.9-10 8-9.10 7-M _Plate Offsets_(X,Y)=[8:0-3.12 0 1-8],[D 0-1-4,0-1.8],[F:0-1 0 0-2-0],[G 0 3-0,.0-2-44],[J_0-3-0,0-3-0],[M:0-1-12,0-1-8],-[N 0 1 8:0-1_8]__ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.85 Vert(LL) -0.22 N-Q >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.75 Vert(CT) -0.45 N-Q >718 180 TCDL 13.0 Rep Stress Incr YES WB 0.92 Horz(CT) 0.04 K n/a n/a BCLL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:148 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-10 oc purlins, BOT CHORD 2x4 SPF No.2*Except' except end verticals. B-L:2x4 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2'Except" WEBS 1 Row at midpt F-K,G-K,H-J C-N,D-N,D-M,F-M:2x3 SPF No.2 REACTIONS. (lb/size) B=1187/0-5-8,K=2889/0-5-8,J=-488/0-5-8 Max Horz B=267(LC 10) Max Uplift B=-142(LC 10),K=-323(LC 10),J=-732(LC 3) Max Grav B=1217(LC 2),K=3313(LC 2).J=114(LC 22) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-2309/252,C-D=-2046/219,D-F=-636/75,F-G=-97/962,H-J=-581/179 BOT CHORD B-N=-410/2144,M-N=-224/1054,J-K=-547/80 WEBS C-N=-581/196,D-N=-111/1127,D-M=-946/236,F-M=-116/1297.F-K=-1457/292, G-K=-1692/283,G-J=-165/1172 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. [�� CiAl2C 6)•This truss has been designed for 8 live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide WAS/ will fit between the bottom chord and any other members,with BCDL=1 O.Opsf. O� 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) ^ `! B=142,K=323,J=732. d i r 39586 t S"ONA1. June 14,2019 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE AIII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabricalion,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?PH Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Jub jTluss i Type Q1y iPly •PAC-3905 172nd St NE-Adinyluii-WA + U1351351 25191 9 GABLE 1 1 I Job Reference goonaq Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:03:05 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzl USd-DrSgnHlifAFHIgC6LKSvZlmmxxvtnDl BzUHnMGz7KmK 7-104 1"-14 20.11.E ZS 11$ 34 5 0 35.3-12- 1-10-6 ' 7-10-4 6-6-10 6-6-10 6-0-0 5-5-12 1-10-6 _ 4x4 = Scale=1:69.4 4.12 [12 4x4 � N O P UU 5x7 6x8 LL�/ S 5x6 �If; e/ I 4X717 I x7 s AP � d G • _-4x7 F , 17 3x7 11 _ ; q D E � 7 � I x7 \ AO W I7 I 3x7 II \�\ �r .n B / -T i I 3x7 I i' A 41 4_ I, 10 MT18HS = 5x6 4x7 y •46 11 W V U T AK AJ Al AH AG AF AE AD AC AS AA Z Y X 6x10 = 5x7 = 3x4 7-10 4 14 4-14 20.11.8 27-" 26.11.8; 34.5 4 r 7-t0+t 6 610 I G06-5-010 1 B8 1 6 8 5-&12 Plate onsef�_[x,�[s o�►-2�r�B1:.[ia3-o.a .[f�:o 3-s.az��,L_aa a_a1�al�L�dge aa�t nry as cf.az-off.[Afc:0-3.0.0-1-e1 LOADING (pcf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.83 Vert(LL) -0.05 U-V >999 240 MT20 1971144 (Roof Snow=25.TCL 3. Lumber DOL 1.15 BC 0.60 Vert(CT) -0.07 U-V >999 1110 MT18HS 197/144 DL 10.0 Rep Stress Ina- NO WB 0.88 Horz(CT) -0.07 AE n/a n/a BC BCDL 10.0 Code IBC2015/TPI2014 I Matrix-S Weight:286 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-9-13 oc purlins, A-1:2x4 SPF 2100F 1.8E except end verticals. BOT CHORD 2x4 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 2-11-13 oc bracing. WEBS 2x8 SPF 195OF 1.7E*Except* WEBS 1 Row at midpt K-AB,O-W,R-T K-AB,K-W,O-W,R-W:2x4 SPF No.2,R-T:2x6 SPF No.2 JOINTS 1 Brace at Jt(s):AL,AM,AN,AO,AP OTHERS 2x4 SPF No.2 REACTIONS. All bearings 27-5-0 except Qt=length)T=0-5-8,X=0-3-8. (Ib)- Max Horz B=281(LC 45) Max Uplift All uplift 100 Ib or less at joint(s)Y,AE,AF,AG,AH,Al,AJ,AK except B=-2252(LC 37),AB=-3003(LC 39),T=-3148(LC 40),Z=-115(LC 46), AA=-271(LC 37),AD=-198(LC 37),X=-146(LC 39) Max Grav All reactions 250 lb or less at joint(s)Y.AE,AF,AG,AH,AI,AJ,X except B=2372(LC 58),AB=3168(LC 58),T=3319(LC 57),Z=251(LC 29), AA=395(LC 28),AD=333(LC 28),AK=478(LC 27) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-C=-6927/6785,C-D=-5243/5134,D-E=-4568/4420,E-F=-3895/3817,F-G=-3219/3154, G-H=-2542/2491,H-1=-1868/1829,I-J=-1159/1143,J-K=-558/568,K-L=-2687/2637, L-M=-2096/2048,M-N=-1379/1385,N-O=-786/771,O-P=-691/693,P-Q=-1311/1316, Q-R=-1830/1786,R-T=-3110/3028 BOT CHORD B-AK=-6418/6377,AJ-AK=-4488/4457,AI-AJ=-3631/3600,AH-AI=-2930/2899, AG-AH=-2151/2120,AF-AG=-1373/1342,AE-AF=-594/563,AD-AE=-1061/1031, AB-AD=-1840/1809,AA-AB=-2619/2588,Z-AA=-3398/3367,Y-Z=-4165/4146, X-Y=-4298/4267,W-X=-4298/4267 WEBS K-AB=-3155/3035,K-AN=-3522/3631,AM-AN=-3575/3686,AL-AM=-3556/3665, GA I? W-AL=-3573/3685,W-AO=-2985/3089,AO-AP=-3039/3159,R-AP=-2741/2850,L-AN=-262/222, \\'AS/ ! AA-AN=-330/299,J-AD=-263/226,C-AK=-327/142,U-AP=-2731277 NOTES- m 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry 395$6 C Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. $'/0N AI- 5)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)All plates are MT20 plates unless otherwise indicated. Julie 14,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MH-7473 rev.10/03/2015 BEFORE USE. �- Design valid for use only with MiTek@ connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling or individual truss web and/or chord members only.Additional temporary and permanent bracing T ek- is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the Mi f fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job jTwss Type Qly Ply pAG3905 172nd St NE-Arlington-WA `~ U1351351 i25191 !So GABLE 1 1 Job Reference(optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P61 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:03:05 2019 Page 2 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-DrSgnHlifAFHIgC6LKSvZlmmxxvtnD1 BzUHnMGz7KmK NOTES- 8)Gable studs spaced at 2-0-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 11)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 to uplift at joint(s)Y,AE,AF,AG,AH,Al.AJ,AK except Qt=lb)B=2252, A13=3003,T=3148,Z=115,AA=271,AD=198,X=146. 13)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 27-5-0 for 389.4 plf. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not '• a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI1TPl1 Qualify Criteria,DSB-69 and BCS1 Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 IN Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 wob f I russ 3 1 ype Wty !My -PAC-3905 172nd St NE-Arlington-WA U1351352 26191 SP1 Blocking Supported 88 1 1 I [Jab Reference optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:03:06 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-h10C?dmKQTN8N_mJU1 zB6zJ6iLNtWgsKB8OKuiz7KmJ 1 1-10-7 1-1az A 44 = B 2x4 II Scale=1:11.2 ) I T 3xd D C 1-10-7 jl 1.10-7 Plate Offsets X( Y}- [C:0-1-12,0-1-8)_ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) -0.00 D >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.10 Vert(CT) -0.00 D >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.21 Horz(CT) 0.00 C n/a n/a BCLL 10.0 Code IBC2015ITP12014 Matrix-P Weight:8 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=80/1-10-7,C=80/1-10-7,C=80/1-10-7 Max Horz D=35(LC 9) Max Uplift D=-423(LC 29),C=423(LC 32) Max Grav D=438(LC 50),C=438(LC 49),C=80(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-D=-422/431,A-B=-477/477 BOT CHORD C-D=-507/509 WEBS A-C=-692/692 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1,33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 4)Provide adequate drainage to prevent water ponding. 5)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide C1A[(C will fit between the bottom chord and any other members,with BCDL=10.Opsf. �� NVASF !`r 9)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) D=423,C=423. 11)This truss has been designed fora total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-7 for 310.0 plf. 12) Graphical purlin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. ? 39386 0!,, Gt5T1s�� Ess'�nlnLtf�G� June 14,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE I1411-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only,Additional temporary and permanent bracing j�e�• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ''11. fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-69 and BCSI Building Component 100 Industrial Road Safety Informafion available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss Type Qty ;Ply PAC.3905 172nd St NE-Arlington-WA 1 U1351353 25191 ISP2 Blocking Supported 277 1 f Job Reference( onal Alliance Truss (CA), Abbotsford.BC-V2S 7P6, 8.310 s May 22 2019 MiTek IOdustrim Inc. Tue Jun 11 14:03:20 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-GjsUxPx67m8928r?jzDQgwu W C_9Ho9SOPJ P40uz7Km5 l-8.15 1.8-l5 4x4 = 2x4 11 Scale=1:11.3 A B I i l D G 3x5 11 3x4= 1-B•tS I 1-9.15 Pule ousels Lx, _SC;o�-2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(ILL) n/a n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.09 Vert(CT) n/a n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.20 Horz(CT) 0.00 C n/a n/a BCLL 10.0 Code IBC2015/TP12014 Matrix-P Weight:8 lb FT=20% BCDL I" LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=74/1-8-15,C=74/1-8-15 Max Horz D=35(LC 9) Max Uplift D=-423(LC 29),C=-423(LC 32) Max Grav D=436(LC 50),C=436(LC 49) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-D=-420/431,A-B=-442/443 BOT CHORD C-D=-473/474 WEBS A-C=-663/663 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. V GAR(-/ 9)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide '? will fit between the bottom chord and any other members,with BCDL=10.Opsf. 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except Qt=lb) ^ *+ D=423,C=423. 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-15 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. r 39586 June 14,2019 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors,This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate[his design into the overall :�ek' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the WOW fabrication,storage,delivery,erection and bracing of trusses and truss syslems,see ANS11TPl1 Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,1_3Z 3G7 Job Truss i Type Qly ,Ply -PAC-3905 172nd St NE-Arlington-WA I I U1351354 �5791 SP3 Blocking Supported 11 I 1 I Job Reference(optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:03:29 2019 Page 1 I D:rCTm K6iuyDTtyZuzrFbeDzl USd-W SvupU2mOXHtd W 1 jl M tXXpm3zcEN PEijU D52Btz7 Kly 1-8-15 ' 18-ib 4x4 = 2x4 II Scale=1:11.1 A B \ \ F D C 3x5 11 5x6 1-8-15 1.8.15 Plate Offsets(X,Y)-- [A:0-1-12,0-2-01,[C:Edge,0-2-121 LOADING (pof)TCLL SPACING- 2-0-0 CSL DEFL. in (loc) I/defl Lid PLATES GRIP (Roof Snow=2 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a n/a 999 MT20 197/144 (Roo 13. Lumber DOL 1.15 BC 0.09 Vert(CT) n/a n/a 999 TCLL 10 Rep Stress Incr YES WB 0.20 Horz(CT) 0.00 C n/a n/a BCLL 100..0 BCQL 10.0 Code IBC2015/TP12014 Matrix-P Weight:8 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=74/1-8-15,C=74/1-8-15 Max Herz D=35(LC 9) Max Uplift D=-415(LC 29).C=-415(LC 32) Max Grav D=427(LC 50),C=427(LC 49) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-D=-412/422,A-B=-441/442 BOT CHORD C-D=-472/473 WEBS A-C=-657/657 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category It:Exp B;Partially Exp.;Ct=1.10 4)Provide adequate drainage to prevent water pending. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. I,N GAIl(_I 9)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. �� '�• 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Ot=lb) D=415,C=415. — 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-15 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. k 195'Q �ok- NAL�l`�. June 14,2019 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricalion,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?P11 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,1-3Z 3G7 Job iTruss 'I Type Qty 'Ply PAC 3905 172nd St NE-A'rlinglon-WA I U1351355 ' 5191 SP4 Blocking Supported 1 1 Job Referenoe_(oplionalL Truss _ Alliance (CA), Abbotsford,RC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:03:392019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzl USd-DN WgwvA 1 fcXTg3oeKT3txwAlOeedll3Bn m W aYlz7K10 1-10.1 1-10.1 A 4x4 = B 2x4 11 Scale=1:11.3 Ll I D C 3x5 11 3x4 = 1-10-1 1.1ok1 Plate LOADING (psf) TCLL2 SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP (Roof Snow=2 TCLL 10) Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a n/a 999 MT20 197/1443. BCDL 3. Lumber DOL 1.15 BC 0.10 Vert(CT) n/a n/a 999 0 Rep Stress Incr YES WB 0.20 Horz(CT) 0.00 C n/a n/a BCDL 10.0 BCDL 10.0 Code IBC2015/TP12014 Matrix-P Weight:8 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=78/1-10-1,C=78/1-10-1 Max Horz D=-35(LC 8) Max Uplift D=423(LC 29).C=-423(LC 32) Max Grav D=438(LC 50),C=438(LC 49) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-D=-422/431,A-B=-468/469 BOT CHORD C-D=-499/500 WEBS A-C=-685/685 1 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Gnit(�, 9)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 7 "\'\'ASS 4 will fit between the bottom chord and any other members,with BCDL=10.Opsf. C�< 7�) 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) D=423,C=423. _ 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-1 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 39536 June 14,2019 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M i l'}- ek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabricsfion,storage,de".erect"and bracing of trusses and Ituss systems,see ANSMI Qualify Criteria,DSB-89 and BCSI Building Component 100 Safety Information awaiiabfe Irom Truss Plate Institute,218 N.Leo Street,Suite 312,Alexandria,VA B . ra22314. Industrial Road Bradford,ON,L3Z 3G7 'Job Truss 3 Type sty Ply •PAC-3905 172nd St NE-Arlington-WA + U1351356 25191 SP5 Blocking Supported 3 1 (IOb Reference(Optional] Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. TUB Jun 11 14:03:48 2019 Page 1 I D:rCTm K6iuyDTt_yZuzrFbeDzl U Sd-S6Z4p_HgXNg B PR_NMsj_pg2J8GjuMq S W rgCZMGz7Klf 1=5.1 1-8-1 4x4 = 2x4 11 Scale=1:11.3 A B I D C 3x5 11 3x4 1.8-1 1-8-1 Plate offsetssl- LOADING (psr) I SPACING- 2-0-0 CSI. DEFL. in (Ioc) 1/defl L/d PLATES GRIP TCL(Roo 20) Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=2 13 Lumber DOL 1.15 BC 0.09 Vert(CT) n/a n/a 999 TCDL 13.0 I Rep Stress Incr YES WB 0.19 Horz(CT) 0.00 C n/a n/a BCLL BCDL 10.0 Code IBC2015ITP12014 Matrix-P Weight:8 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=70/1-8-1,C=70/1-8-1 Max Horz D=-35(LC 8) Max Uplift D=-424(LC 29),C=-424(LC 32) Max Grav D=434(LC 36),C=434(LC 33) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-D=-420/431,A-B=-421/422 BOT CHORD C-D=-452/454 WEBS A-C=-647/647 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,�p,!` GAR(.�� 9)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide !AS 11 will fit between the bottom chord and any other members,with BCDL=10.Opsf. Cl //4r 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. �� C� 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except Ot=lb) . G� D=424,C=424. 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-1 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. �� / 39586 , jz� ONAL, June 14,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE M11-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss System.Before ume,the building deS1pI1M must verify the applicability of design parameters and properly incorporate this deeW into the overall building design Bracing indicated is to prevent buckling or individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSITPII Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 L— Job TtWs' Type Qly Ply AC3905172nd St NE-Arlington-WA U1351357 25l8! P6` Ifjiocklnp Supported 4 1 1 .Job Reference(0 tlonal Alliance Truss (CAL Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MITek Industries,Inc. Tue Jun 11 14:04:00 2019 Page 1 1 D:rCTm K6iuyDTtyZuzrFbeDzl U Sd-5QHcK4QCi3B U rHvh 3Nxol LYM66peAFM HcX6Boaz7 KIT 1-8-13 1.6-13 A 4x4 = B 2x4 11 Scale=1:11.3 i I T D C 3x5 11 3x4 = 1-8-13 1.8-13 Plate Offsets(X,Y)-- [C:0-1-12,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(ILL) n/a n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.09 Vert(CT) n/a n/a 999 BCLL 10.0 I Code IBC2015/TPI2 14 20 Horz(CT) 0.00 C n/a n/a Matrix P Weight:8 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=73/1-8-13,C=73/1-8-13 Max Horz D=-35(LC 8) Max Uplift D=-424(LC 29),C=-424(LC 32) Max Grav D=436(LC 50),C=436(LC 49) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-D=420/431,A-B=-439/440 BOT CHORD C-D=-470/471 WEBS A-C=-661/661 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �� r will fit between the bottom chord and any other members,with BCDL=10.Opsf. O� 'AS 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) x D=424,C=424. 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-13 for 310.0 plf- 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. �. 39S4G CGIS A'A L Y�V` June 14,2019 AWARNING-Verify design pararnetars and READ NOTES ON THIS AND fNCLUDED MITEK REFERANCE PAGE Mll•7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek@ connectors.This design is based only upon parameters shown,and is for an individual building component,no( ,• a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 Quality Criteria,DSB-69 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss v Type Qly 'Ply PAC-390G 172nd 3t NE-Arlington-WA U1351358 I 25191 SP7 Slocking Supported 1 1 i -- _ - _-- ]Job Refefen�optional) Aitiance Truss (CA). Abbotsford,SC V2 7P0, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:04:11 2019 Page 1 I D:rCTm K6iuyDTt_yZuzrFbe Dzl USd-HXSmerY67RZwgzEoCBdOEg VEKYZH FEAv81GGg Rz7Kl I 1-7-15 17-15 4x4 = 2x4 II Scale=1:11.3 A B I I�- D C 3x5 30 = 1-7-15 Plate Offsets,(x.Y)---_lc:a1.8.0-1-s1 LOADING (psf) I SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(ILL) n/a n/a 999 MT20 1971144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.09 Vert(CT) n/a n/a 999 TCDL 13.0 Rep Stress incr YES WB 0.19 Horz(CT) 0.00 C n/a n/a BCLL 10.0 Code IBC2015/TP12014 Matrix-P Weight:8 lb FT=20% BCDL 1_0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=70/1-7-15,C=70/1-7-15 Max Horz D=35(LC 9) Max Uplift D=-424(LC 29),C=-424(LC 32) Max Grav D=434(LC 36),C=434(LC 33) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-D=-420/431,A-B=-418/419 BOT CHORD C-D=-449/451 WEBS A-C=-645/645 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1,10 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 2-0-0 oc. r1 GAk 8)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 9)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide WAS/ will fit between the bottom chord and any other members,with BCDL=10,0psf, 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. �� h 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except(jt=lb) /I D=424,C=424. 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-7-15 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ` 395$6 CS,`S�OA'AL1rG\ June 14,2019 A.WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not • a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mel( is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the I V�/Fi� fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI(TP/1 Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 .kb Truss Type toty )P(y AC-3905172nd St NE-Arlington-WA U1351359 25191 SP8 BIQCldflg Supported I Jo Reterenre�o�tional Alliance Truss (CA), Abbotsford,BC-V2S 7138, 8,310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:04:12 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-Ik?9rBZktlin I7p_mu9dnt2P5yvX_hR2N POq Dtz7KIH I 1-7-11 t 1-7-11 4x4 = 2x4 Scale=1:11.3 A B 1 i D C 3x5 11 5x6 1-7-11 I 1-7-11 Plate Offsets(X,Y�- .[C._:E§9$&2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.1 13. 5 TC 0.13 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=2 Lumber DOL 1.15 BC 0.09 Vert(CT) n/a n/a 999 BCDL 13.0 Rep Stress Incr YES WB 0.19 Horz(CT) 0.00 C n/a n/a BCDL 10.0 BCDL 10.0 Code IBC2015/TP12014 Matrix-P Weight:8 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=69/1-7-11,C=69/1-7-11 Max Horz D=35(LC 9) Max Uplift D=-424(LC 29),C=-424(LC 32) Max Grav D=434(LC 36),C=434(LC 33) FORCES. (lb)-Max.Comp./Max,Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-D=-420/431,A-B=-413/413 BOT CHORD C-D=-443/445 WEBS A-C=-640/640 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Jp,t3 GARCI 9)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide WASH! Q will fit between the bottom chord and any other members,with BCDL=10.0psf. 0- /fir 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. << / G 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except Qt=lb) D=424,C=424. 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-7-11 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. �.�i 39536 t June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not , a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design- Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11rPl1 Quality Criteria,DSB-89 and SCSI Building Component 10 Industrial Road Safety fnfonnafion available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314, Bradford,ON,L3Z 3G7 ,Job Truss ;l ype lily Fly PAC-3905 1/2nd St NE-Arlington-WA U1351360 25191 SP9 ,Blocking Supported 8 1 ' _ IJob Reference optional) J Alkence Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:04:13 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-DwZX2Xa Me3gevHOBJcgsK5aarLFnjBi Bb3INIKz7KIG 1-7-7 r 1-7-7 4x4 = 2x4 11 Scale=1:11.3 AEl B I \ I Q I b C 3x5 3x4 1-7-7 1.7-7 Plate Offsets(X,Y}- 1C:0.1-8,0-1-8j, LOADING (psf) I 13. SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 If TC 0.13 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=2 Lumber DOL 1,15 BC 0.09 Vert(CT) n/a n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.19 Horz(CT) 0.00 C n/a n/a BCLL 10.0 BCOL 10.0 Code IBC2015/TP12014 Matrix-P Weight:7 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=68/1-7-7,C=68/1-7-7 Max Horz D=35(LC 9) Max Uplift D=-424(LC 29),C=-424(LC 32) Max Grav D=434(LC 36),C=434(LC 33) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-D=-420/431,A-B=-407/408 BOT CHORD C-D=-438/439 WEBS A-C=-636/636 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. U�!`I G/1/ZC 9)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 9 AS will fit between the bottom chord and any other members,with BCDL=10.0psf. O 77ti 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except(jt=lb) 7 D=424,C=424. _ 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-7-7 for 310,0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. �N ! �9586 , V ssr�oN -LC��, June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1 010 312 01 5 BEFORE USE, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not *R a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?P11 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Ob i toss (Type Qty Ply rPAC-3905 172nd St NE-Arlington-WA U1351361 1Y 191 SP10 Bbdting Supported 1 1 I Job Reference o tional Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:03:07 2019 Page 1 I D:rCTmK6iuyDTt_yZuzrFbe Dzl USd-9DaaCznzBnV?_8LVSI UNeArIVljM FI N UQnmu R8z7Kml 1-7-5 1-7-5 A 4x4 = B 2x4 II Scale=1:11.3 i D C 3x5 11 3x4 = 1-7.8 1-7-5 Plate offsets LAY)- _[C:0-1-8,0.1-q LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lld PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(ILL) n/a n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.09 Vert(CT) n/a n/a 999 TCDL 13.0BCLL 10.0 Rep Stress Incr YES WB 0.19 Horz(CT) 0.00 C n/a n/a SCOL 10.0 Code IBC2015/TPI2014 Matrix-P Weight:7 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=67/1-7-5,C=67/1-7-5 Max Horz D=-35(LC 8) Max Uplift D=-424(LC 29).C=-424(LC 32) Max Grav D=434(LC 36),C=434(LC 33) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-D=-420/431,A-B=-404/405 BOT CHORD C-D=-435/436 WEBS A-C=-634/634 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `�[v`1 GAR(,/ 9)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide :As/ will fit between the bottom chord and any other members,with BCDL=I O.Opsf. U� 7�r 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. �� / CA 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) ` 7 D=424,C=424. _ 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-7-5 for 310.0 plf. I 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. r� ` 39586 , JL, 1�fI/STIiR��� ` 0NA'~- =� � June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M8-7473 rev,10/03/2015 BEFORE USE. Design valid For use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not • a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPIi quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3,37 Jub Truss Type QIy Ply PAC-3905 172nd St NE-Arlington-WA U1351362 25191 SP11 Blocking Supported 3 1 Jab Reference o Tonal Alliance Truss (CA). Abbotsford,BC-V2S 7P6. 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:03:08 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl U Sd-dQByPJoby4dsclwhOS?cBOOTF83b_ledfRV Rzbz7KmH 1-7-3 4x4 = 2x4 II Scale=1:11.3 A B , ,r i I r D C 3x5 11 3x4 = 1-7-3 Plate Offsets(X,Y)-_(G0.1.8.0-1-81 LOADING (psf) I SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.09 Vert(CT) n/a n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.19 1 lorz(CT) 0.00 C n/a n/a BCLL 10.0 Code IBC2015/TP12014 Matrix-P Weight:7 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=67/1-7-3,C=67/1-7-3 Max Horz D=35(LC 9) Max Uplift D=-424(LC 29),C=-424(LC 32) Max Grav D=434(LC 36),C=434(LC 33) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-D=-420/431,A-B=-401/402 BOT CHORD C-D=-432/433 WEBS A-C=-631/631 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. '� 9)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ` AS�� will fit between the bottom chord and any other members,with BCDL=10.0psf. 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except Qt=lb) D=424,C=424. 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-7-3 for 310.0 plf. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. , 4 N ,9 58G w rS�nN AL�r� June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7472 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek@ connectors.This design is based only upon parameters shown,and is for an individual building component,not , a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI1TPI1 quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,M N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 �15 1Truss To. Qty Ply PAC-3805172nd St NE-Arlington-WA U1351363 191 SP12 1BIDW rig Supported 2 1 Job Reference(2pliolul� Alliance Trues(CAI Abbotsford,BC-V2S 7P8, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:03:13 2019 Page 1 I D:rCTmK6i uyDTtyZuzrFbeDzl USd-_NxrTOrj ndG9j3pfp?bn uR5K_9mnfOu MojDCeoz7KmC 1-6-15 1-6-15 4x4 = 2x4 11 Scale=1:11.3 A B JL- D C 3x5 3x4 = 1�15 1-6-15 Plate OHsets,(X.Y_}-_1eal-8,0-1-81-- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP . TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.09 Vert(CT) n/a n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.19 Horz(CT) 0.00 C n/a n/a BCLL 10.0 BCDL 10.0 Code IBC2015/TP12014 Matrix-P Weight:7 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=66/1-6-15,C=66/1-6-15 Max Horz D=-35(LC 8) Max Uplift D=-424(LC 29),C=-424(LC 32) Max Grav D=434(LC 36),C=434(LC 33) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-D=-420/431,A-B=-395/396 BOT CHORD C-D=-426/428 WEBS A-C=-627/627 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. GAR( 9)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide WAS/ will fit between the bottom chord and any other members,with BCDL=10.Opsf. 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) D=424,C=424. y 7• 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-6-15 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. N 39546 O71 � ISTF.�Z�� NAI.V'C June 14,2019 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability or design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 ITiuss +Type Qty Ply PAC-3905172ndSt.NE-AiIhiytuii-WA 28191 iSP13 Slodting Supported 3 I 1 U1351364 Job Reference tionat _ Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:03:142019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-SaVDgMsMYwOOKDOrMj6ORfeVjZ640TCW1 NylBEz7KmB 1-6-3 1-6-3 4x4= 2x4 I! Scale=1:11.3 A B LT- 0 C 3x5 I 44 = j 141-3 i 1-6-3 LOADING (psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.08 Vert(CT) n/a n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.18 Horz(CT) 0.00 C n/a n/a BCLL 10.0 Code IBC2015ITP12014 Matrix-P Weight:7 lb FT=20% SCOL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=63/1-6-3,C=63/1-6-3 Max Horz D=35(LC 9) Max Uplift D=425(LC 29),C=-425(LC 32) Max Grav D=434(LC 36),C=434(LC 33) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-D=-421/431,A-B=-378/379 BOT CHORD C-D=409/410 WEBS A-C=-614/614 NOTES- 1)Wind:ASCE 7-10;VuIt=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1,10 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)"This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide GARC will fit between the bottom chord and any other members,with BCDL=10.Opsf, � \'<'AS� 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. CZ 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) Cj D=425,C=425. 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist — drag loads along bottom chord from 0-0-0 to 1-6-3 for 310.0 plf. 13)Graphical purlin representation does not depict the'size or the orientation of the purlin along the top and/or bottom chord. N 4,J 39586 . .SSJa�rAl.Y�V June 14,2019 s AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114I1-7472 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ll a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ` building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing p �Te I,k- I is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the tV t 1 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criferia,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,1_3Z 3G7 Job Truss Type Qty Ply I C 905172nd St NE-Arlinglon•WA U1351365 25191 SP14 .Blocking Supported 1 1 I Job Reference(qPjOn_l) __ Alliance Truss (CA), Abbotsford,BC-V2S 7PS, 8.310 s May 22 2019 MITek Industries.Inc. Tue Jun 11 14.03:15 2019 Page 1 I D:rCTmK6iuyDTt_rZuzrFbeDzl USd-wm3btit_J E W syNyl wQd FzsBfRzST7wbfG 1 iJjhz7KmA 1.4.3 -1.4.3 A 4x4 = 6 2x4 I' Scale=1:11.3 t \; Ll v. D c 3x5 11 4x4 = 1-4-3 1-4-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.07 Vert(CT) n/a n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.17 Horz(CT) 0.00 C n/a n/a BCLL 10.0 Code IBC2015/TPI2014 Matrix-P Weight:6 lb FT=20% BCDL 10.0 _ LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=55/1-4-3,C=55/1-4-3 Max Harz D=-35(LC 8) Max Uplift D=-426(LC 29).C=-426(LC 32) Max Grav D=434(LC 36),C=434(LC 33) FORCES. (lb)-Max.Comp./Max,Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-D=-423/432,A-B=-331/332 BOT CHORD C-D=-362/364 WEBS A-C=-582/582 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSIITPI 1, 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) f between the bottom chord and any other This it has designed live f 20.Opsf on inembers,with BCDL 10.Opsf,e bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 'J�iy C^will 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. Off'WAS 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) D=426,C=426. 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-4-3 for 310.0 pit. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ire i9J16 Off' %ISTI t June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek@ connectors.This design is based only upon parameters shown,and is for an individual building component,not • a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling or individual truss web and/or chord members only.Additional temporary and permanent bracing M iTe I<' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,Road 3G7 tjob Truss I Type ay Ply PAC,-3905 172nd St NE-Arlinglon-WA U1351366 5191 SF15 Blocking Supported 3 1 _ Job Reference optional) Nllanco Trues (CA), Abbotsford,BC V2S 7P6. 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:03:16 2019 Page 1 ID:rCTmK61uyDTtyZuzrFbeDz[USd-Oyd_52uc4Yeja WXEU88UW4jgCNomMloU h R sF 7z7 Km9 157 1.5.7 A 4x4 = B 2x4 II Scale=1:11.3 l D C 3x5 11 4x4 = 1-5-7 i 15-7—� LOADING (psf) 0 I SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25. Plate Grip DOL 1,15 TC 0.13 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.08 Vert(CT) We n/a 999 TCDL 13.0 BCLL 10.0 • Rep Stress Incr YES WB 0.18 Horz(CT) 0.00 C n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-P Weight:7 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, WEBS 2x3 SPF No,2 REACTIONS. (lb/size) D=60/1-5-7,C=60/1-5-7 Max Horz D=35(LC 9) Max Uplift D=-425(LC 29),C=-425(LC 32) Max Grav D=434(LC 36),C=434(LC 33) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-D=-422/431,A-B=-360/361 BOT CHORD C-D=-391/393 WEBS A-C=-601/601 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=67mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 2-0-0 oc, 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide S� GA/lC,-, will fit between the bottom chord and any other members,with BCDL=10.Opsf. �'ASy, 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi, y 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) �� Ci✓ D=425,C=425. 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist — drag loads along bottom chord from 0-0-0 to 1-5-7 for 310.0 plf, 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. �0/. �G/ST:' �.S:91 NA1- June 14,2019 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only wilh MiTek@ connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPll Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Informaflon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314, Bradford,ON,1-3Z 3G7 'Job ITruss Type IPly fPAC-3905 172nd St NE-Arlington-WAU1351367 5191 SP16 SloCkfng Supported �ty 1 [ I i Vob R tioital) Alliance Truss (CA), Abbotsford,SC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:03:16 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-Oyd_52uc4Yeja WXEU88U W4jrFNods MooU h Rs F7z7Km9 b5.3 1.5.3 A 4x4 = 9 2x4 II Scale=1:11.1 l. 0 C 3x5 11 44 = 1-5-3 1-5.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 25.0 13.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a n/a 999 MT20 197/144 BCDL (Roof Snow=2 Lumber DOL 1.15 ( BC 0.08 Vert(CT) n/a nla 999 Rep Stress Incr YES WB 0.18 Horz(CT) 0.00 C n/a n/a BCDL 10.0 BCDL 10.0 Code IBC2015/TP12014 Matrix-P Weight:7 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=59/1-5-3,C=59/1-5-3 Max Horz D=35(LC 9) Max Uplift D=-417(LC 29),C=-417(LC 32) Max Grav D=425(LC 36),C=425(LC 33) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-D=-413/423,A-B=-354/355 BOT CHORD C-D=-365/386 WEBS A-C=-590/590 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5,Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSIITPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide (ter GA t? will fit between the bottom chord and any other members,with BCDL=10.Opsf. 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) �<<' / Gj• D=417,C=417. 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1,33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-5-3 for 310.0 plf. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 39586 Oil, �LlS•I-��C. `�, �s�C)NA I- June 14,2019 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REPERANCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors,This design is based only upon parameters shown,and is for an individual building component,not ' a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mire lc' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI11"PI1 Qualify Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Bra Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,1_3Z 3G7 Job Truss a Type Qty -ny r AC-3905 172nd Et NE-Arlington-WA 25191 SP17 Blocking Supported 22 1 U1351368 i Jab Reference 0onel Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc Tue Jun 11 14,03:17 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl U Sd-s8BM I NvEq rma Bg6Q2rfj2HGOCn7Tbolyj LBQnZz7Km8 1-10-7 1-10-7 4x4 = 2x4 Scale=1:10.4 A B -�` Ll 1 i 3x4 D C 1.5x4 11 1.10.7 1.10-7 LOADING (psf) I SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TOLL 25.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) -0.00 U >999 24U M 12U 190144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.10 Vert(CT) -0.00 D >999 180 TCDL 13.0 I Rep Stress Incr YES WB 0.19 Horz(CT) 0.00 C n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-P Weight:8 lb FT-20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=.80/1-10-7,C=80/1-10-7,C=80/1-10-7 Max Herz D=31(LC 9) Max Uplift D=-368(LC 29),C=-368(LC 32) Max Grav D=387(LC 50),C=387(LC 49),C=80(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-D=-370/376,A-B=-475/476 BOT CHORD C-D=-502/503 WEBS A-C=-655/655 NOTES- 1)Wind:ASCE 7-10;Vu1t=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 4)Provide adequate drainage to prevent water pending. 5)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. ,�[� GAk"/, 9)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 'AS 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) D=368,C=368. 11)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist 4 7 drag loads along bottom chord from 0-0-0 to 1-10-7 for 310.0 plf. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 39586 FIST' `,+tr r S•S�O NAG t•- June 14,2019 'aR AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll•7473 rev.10/03/2015 BEFORE USE, = I Design valid for use only with MiTek@ connectors.This design is based only upon parameters shown,and is for an individual building component,not If a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design inlo the overall MFK building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing �t A , 1 is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the M I�•E1 fabrication,slorage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-99 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 1 -Job Truss Type ty Ply -PAC-3905 172nd St NE-Arlington-WA U7351369 j25191 ISP18 !SloCkkq Supported 1 1 Job Reference(optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, &310 s May 22 2019 MiTek Industries,Inc, Tue Jun 11 14:03:18 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl U Sd-KLI kWjvsb9uRpghcbYBybVo9gATBKGJ5y?WZKOz7Km7 1-4-7 147 A 4x4 = B 2x4 11 Scale=1_11.3 D C 3x5 11 4x4 = 1.1-7 147 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in Qoc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=2 TCDL 13.3.0 Lumber DOL 1.15 BC 0.07 Vert(CT) n/a n/a 999 Rep Stress Incr YES WB 0.17 Horz(CT) 0.00 C n/a n/a BCLL 10.0 Code IBC2015/TP12014 I Matrix-P Weight:7 lb FT=20% SCOL 10.0 1 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=56/1-4-7,C=56/1-4-7 Max Horz D=-35(LC 8) Max Uplift D=-426(LC 29),C=-426(LC 32) Max Grav D=435(LC 36),C=435(LC 33) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-D=423/432,A-B=-337/338 BOT CHORD C-D=-368/370 WEBS A-C=-586/586 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide SIN GA[?(. will fit between the bottom chord and any other members,with BCDL=10.0psf. S 1 Ot WAS/10)All bearings are assumed to be SPF No,2 crushing capacity of 425 psi. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except Qt=lb) D=426,C=426. 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-4-7 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 39586 w4 QNAI June 14,2019 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114II-7472 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is For an individual building component,not . a truss system-Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into thew overall building design Bracing indicated is to prevent buckling of individual truss web and/of chord members only.Additional temporary and permanent bracing Mire k' is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS117P11 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Streel,Suite 312.Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job fTnfsa i Type tlty ;rly PAC3006 17'/.nd St NE Arlington WA U135137D 25191 SP19 Blocking Supported 2 1 Job Reference_{optlonal) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 Mffek ItlduslrW,Inc. Tue Jun 11 14:03:19 2019 Page 1 I D:rCTm K6iuyDTtyZuzrFbe_Dzl USd-oXJ6j3wU MT01 R_Go9GiB7i LKQapQ3jcFBfg W sSz7Km6 1-3-15 1.3-15 4x4 = 2x4 Scale=1:11.3 A B D C 3x5 11 5x6 i �i—� 1-3-15 Plate Ofk to X Y___[G:Ed"Qq-3_0] I nAnlNr, (psf) SPACING- 2-U-0 t:Sl. ULFL. In (1oc) I/defl Lid PLATES GRIP (Roof Snow=25. TCLL 20) Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a n/a 999 MT20 197/144 D L 3. Lumber DOL 1.15 BC 0.07 Vert(CT) n/a n/a 999 BCD 10.0 I Code IBC2015/TP12 14 Matrix-p Rep Stress Incr YES WB 17 f Horz(CT) 0.00 C n/a n/a Weight:6 lb FT=20% BCDL 10.0 ll LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=54/1-3-15,C=54/1-3-15 Max Horz D=35(LC 9) Max Uplift D=426(LC 29),C=-426(LC 32) Max Grav D=435(LC 36),C=435(LC 33) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-D=-423/432,A-B=-326/326 BOT CHORD C-D=-356/358 WEBS A-C=-578/578 NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��Cam~ CI.1I2(�Q 9)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. ���{�� 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) N D=426,C=426. 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-3-15 for 310.0 plf. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord, j)$86 June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek)connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall t I building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and muss systems,see ANSI(TPIi Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 ,Job ISP20 Twes Type (}ly 1Ply AC-3905 172ndSt NE-Arlington-WA 1 U1351371 12519, Blocking Supported 1 IJob Reference optional, Alliance Truss (CA), Abbotsford.9C-V'2S VS. 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:03,21 2019 Page 1 I D:rCTm K6iuyDTtyZuzrFbeDzl USd-IwQt8lylu4GOgl QB HhkfD7QgvOVvXd6Yez9dwKz7Km4 1-3-11 1-3-11 44 = 2x4 11 Scale=1:11.3 A B i ter'\ \, \ t� tl D C 3x5 5x6 = 1-3-11 1-3.11 Plate.Offsets (XrYY�_�C�EdgerQ-3 O) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 13. Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a n/a 999 MT20 1971144 (Roof Snow=2 Lumber DOL 1.15 BC 0.07 Vert(CT) n/a n/a 999 BCDL 3.0 Rep Stress Incr YES WB 0.17 Horz(CT) 0.00 C n/a n/a 13CDL 10.0` x Code IBC2015rTP12014 Matrix-P Weight:6 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=53/1-3-11,C=53/1-3-11 Max Horz D=35(LC 9) Max Uplift D=-427(LC 29),C=-427(LC 32) Max Orav D=435(LC 36),C=435(LC 33) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-D=-424/432,A-B=-320/320 BOT CHORD C-D=-351/352 WEBS A-C=-574/574 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. A� GARS. 9)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide S� CIA S �9 will fit between the bottom chord and any other members,with BCDL=10.Opsf. 0, 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi, t�. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) t �� D=427,C=427. _ 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-3-11 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. � 4 r� kl 39586 4� G1S , SS/()N A[.C:NAC> June 14,2019 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.1010312015 BEFORE USE, Design valid for use only with MiTek@)connectors.This design is based only upon parameters shown,and is for an individual building component,nor . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design- Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mire k' is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS//rPl1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Bradford,ON,1_3Z 3G7 Job Truss a Type iQly Ply PAC-3905 17211d St NE-Allinglui i-WA U1351372 25191 SP21 Blocking Supported 1 1 !Job Reference(oDtionel) ce T Allianruss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:03:22 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl U Sd-D6_FL5yN fOOtl S?NqO FUILZrfor9G4N htduBTnz7Km3 1-3-7 1-3-7 4x4 = 2x4 I I Scale=1:11.3 A B �I 1 7. D C 3x5 11 5x6 = 1-3-7 137 Plate Offsets(X,Y)-_[C_Eige,O 3 LOADING (p3f) SPACING- 2-0-0 CSI. DEFL. in qoc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 I Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.07 Vert(CT) n/a n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.17 Hurz(CT) 0.00 C n/a n/a BCLL 10.0 BCOL 10.0 Code IBC2015/TPI2014 Matrix-P Weight:6 ItoFT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (Ib/size) D=52/1-3-7,C=52/1-3-7 Max Horz D=-35(LC 8) Max Uplift D=-427(LC 29),C=427(LC 32) Max Grav D=435(LC 36),C=435(LC 33) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown, TOP CHORD A-D=-424/432,A-B=-314/314 BOT CHORD C-D=-344/346 WEBS A-C=-570/570 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(Le,diagonal web). 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ' , WAS will fit between the bottom chord and any other members,with BCDL=10.0psf. 0 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) ^' D=427,C=427. 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-3-7 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. @ r ire.39556 s 1r)VAi~� June 14,2019 A WARNING-Verify design pararnefers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate[his design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPIi Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 IiPob 'Truss Type ov Ply PAC-3905172nd St NE-Arlington-WA 125191 'SP22 Blocking Supported 2 1 U1351373 I 1 I 1 1 ;Job Referenoefoollonal Alllenoe Truss (CA), Abbotsford,BC-V2S7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:03:22 2019 Page 1 I D:rCTmK6iuyDTt_yZuzrFbeDzl U Sd-D6_FL5yNfOOtIS?NqO Ful LzreorBG4 Phtdu BTnz7Km3 1-2-15 1-2-15 A 4x4 = f3 2x4 11 Scale=1:11.3 i I \ l 1 1 1 t � D C 3x5 5x6 1-2-15 Plate Offsets(x•)9— (c:Edge,o 3 O] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.07 Vert(CT) n/a n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.17 Horz(CT) 0.00 C We n/a BCLL 10.0 Code IBC2015/TP12014 Matrix-P Weight:6 lb FT=20% SCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=50/1-2-15,C=50/1-2-15 Max Horz D=35(LC 9) Max Uplift D=-428(LC 29),C=-428(LC 32) Max Grav D=435(LC 36),C=435(LC 33) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-D=-425/433,A-B=-302/303 BOT CHORD C-D=-333/335 WEBS A-C=-564/564 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSIITPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11:Exp B;Partially Exp.;Ct=1.10 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Njl G A I?(- _ 9)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide S� AS/ ,� will fit between the bottom chord and any other members,with BCDL=10.0psf. Cl� J/ 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. << Q. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except Qt=lb) N` 2 D=428,C=428. _ 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-2-15 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ,+ ?i 39586 ISTV SS�DAr n G U�V- June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE Ulf-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors,This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verily,the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Jub I ru95 Typeally Ply PAC-3905 172nd 3t NE-Arlington-WA U1351374 '25191 1SP23 IBbcking Supported 1 I ,fob Reference(optional) Alliance Truss (CA), Abbotsford.BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:03:23 2019 Page 1 1 D:rCTm K6iuyDTtyZuzrFbeDzl USd-h IYdZRz?Oh W kvbaaO6m71YW OOBBS?Xgg5Hek?Dz7 Km2 1-2-11 , 4x4 = 2x4 11 Scale=1:11.3 A B I `I r D C 3x5 11 5x6 = 1-2-11 i-2-11 Plate OKsets(X,Y)- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.06 Vert(CT) n/a n/a 999 TCDL 13.0 I Rep Stress Incr YES WD 0.17 I lorz(CT) 0.00 C n/a n/a BCLL 10.0 10.0 Code IBC2015/TP12014 Matrix-P Weight:6 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (Ib/size) D=49/1-2-11,C=49/1-2-11 Max Horz D=35(LC 9) Max Uplift D=428(LC 29),C=-428(LC 32) Max Grav D=435(LC 36),C=435(LC 33) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-D=-425/433,A-B=-296/297 BOT CHORD C-D=-327/329 WEBS A-C=-560/560 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web), 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide :WA will fit between the bottom chord and any other members,with BCDL=10.Opsf. 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s)except Qt=lb) ` D=428,C=428. 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-2-11 for 310.0 plf. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. C June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek@)connectors,This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �'ek• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the WOW fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss Type City ply AC-3905172rtd Si NE-Aifi�glOn-4VA :25191 I P24 Blocking Supported 1 1 I U1351375 1 :Job Referexn opt onal) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 a May 22 2019 M1Tak Industries,Inc. Tue Jun 11 14=14 2019 Page 1 I D:rCTmK6i uyDTt_tZuzrFbeDzl USd-9V6?m n_d B?ebXl8mypH Mq m2BBbXi k_x_KxOHXfz7Km1 1 1-2-7 1-z-7 44 = 2x4 11 Scale=1:11.3 A B i I I 1 - �- �ti� p 1 T D C 3x5 11 5x6 = 1-2.7 Plate 9ffsetspX y)— '[C;Edge,0,3-q LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(Roof Snow=2 25 Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a n/a 999 MT20 197/144 ber DOL 1.15 BC 0.06 Vert(CT) n/a n/a 999 TCDL 13.0 Lum BCLL 10.0 Rep Stress Incr YES WB 0.17 HOrZ(CT) 0.00 C n/a n/a BCDL 10.0 Code IBC2015ITP12014 Matrix-P Weight:6 Ito FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=48/1-2-7,C=48/1-2-7 Max Harz D=-35(LC 8) Max Uplift D=A28(LC 29),C=-428(LC 32) Max Grav D=436(LC 36),C=436(LC 33) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-D=-426/433,A-B=-291/291 BOT CHORD C-D=-322/323 WEBS A-C=-557/557 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,frClr 9)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide WA i will fit between the bottom chord and any other members,with BCDL=10.Opsf. O� �7^r 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s)except Qt=lb) 7 D=428,C=428. 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-2-7 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. �3,Sr0n'AI.��G\ June 14,2019 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE, •�� Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not '• a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall '� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Wilk' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 'A fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPIi Quality Criteria,OSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job TTruss ,Type Qty lPly •PAC-3905 172nd St NE-Arlington-WA U1351376 25191 ISP25 Blocking Supported 4 1 i I .lob Reference(002 n Alliance Truss (CA), Abbotsford,SC-V2S 7P6, 8.310 s May 22 2019 MITek Industries,Inc. Tue Jun 11 14:03:25 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-d hgN_7?FyJ nS9vjyW W pbNzbMs?tyTRC7Zb7r36z7KmO 1-2-3 4x4 = 2x4 11 Scale=1:11.3 A B .Sc D C 3x5 11 5x6 = 1-2+3 1-2-3 I Plate Offsets(X Y)- _(G_Edge.0-3-1)] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a n/a 999 MT20 197l144 TCDL 13.0 Lumber DOL 1.15 BC 0.06 Vert(CT) n/a n/a 999 Rep Stress Incr YES WB 0.16 Horz(CT) 0.00 C n/a We BCLL 10.0 BCDL 10.0 Code IBC2015/TP12014 I Matrix-P Weight:6 lb FT=20%LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=47/1-2-3,C=47/1-2-3 Max Horz D=35(LC 9) Max Uplift D=429(LC 29),C=429(LC 32) Max Grav D=436(LC 36),C=436(LC 33) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-D=-426/434,A-B=-285/286 BOT CHORD C-D=-3161317 WEBS A-C=-554/554 NOTES- 1)Wind:ASCE 7-10;Vult=11 Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �� F \'AS//7 will fit between the bottom chord and any other members,with BCDL=10.Opsf. ;C� I 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at join t(s)except(jt=lb) �` a D=429,C=429. — 7 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-2-3 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. �p 39586 k �� �. .(i15T1 R� �Srl�Nt^L� June 14,2019 WARNING-Verily design pararrreters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system,Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design_ Bracing indicated is to prevent buckling of individual truss web and/or chord members only-Additional temporary and permanent bracing If' • is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TP11 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314, Bradford,ON,L3Z 3G7 ,kb Tnm Type city Ply PAC-3905 172nd St NE-Arlington-WA U1351377 i25191 SP26 Blocking Supported 1 1 Job Reference{opllonal Alliance Tnlas(CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:03:26 2019 Page 1 I D:rCTmK6iuyDTt_yZuzrFbeDzl USd-5tEmBSOtjcvJ m3193EKgwB8XcPDCCuTHoFtOcYz7Km? 1-1-13 1-1-13 A 4x4 = 2x4 11 Scale=1:11.3 r 7 D C 3x5 l 5x6 = 1-1-13 1-1 13 • dale Onsets tx,y)- {c�l'-�e,03-0J.—- LOADING (psf) TCLL2 SPACING- 2-0-0 ' CSI. DEFL. in (loc) i/defl L/d PLATES GRIP (Roof Snow=2 TCLL 10) Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a n/a 999 MT20 19711443. TCDL 3. Lumber DOL 1.15 I BC 0.06 Vert(CT) n/a n/a 999 0 Rep Stress Incr YES WB 0.16 Horz(CT) 0.00 C n/a n/a BCLL 10.0 Code IBC2015/TPI2014 Matrix-P Weight:6 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals, BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=45/1-1-13,C=45/1-1-13 Max Horz D=-35(LC 8) Max Uplift D=-430(LC 29),C=-430(LC 32) Max Grav D=436(LC 36),C=436(LC 33) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-D=-427/434,A-B=-276/277 BOT CHORD C-D=-307/309 WEBS A-C=-549/549 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing, 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. [a` GAI2(� 9)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 'A . 1 will fit between the bottom chord and any other members,with BCDL=10.0psf. 0 /�1, 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) a D=430,C=430. 12)This truss has been designed for a total drag load of 310 plf,Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-1-13 for 310.0 pit. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 39.586 June 14,2019 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek@ connectors.This design is based only upon parameters shown,and is for an individual building component,note a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPIi Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,Road 3G7 I ob Irnm 7-Type Qty Ply -PAC-3905 172nd St NE-Arlington-WA U1351378 25191 SP27 (Blocking Supported 2 I f (Job Reference(optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:03:27 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-Z4 n8 PoOVUw1 AODtLdxr3SOgiM pZRxLkO0vcx6_z7Km_ 1-1-11 f-1-11 4x4 = 2x4 I i Scale=1:11.3 A B El >� D C 3x5 11 5x6 = 1-1-11 Plate Offsets MY)— (C:Edge,0.3-0 LOADING (pot) SPACING- 2-0-0 1 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.06 Vert(CT) n/a n/a 999 BCDL 13.0 Rep Stress Incr YES WB 0.16 Horz(CT) 0.00 C n/a r1/a BCDL 10.0 BCDL 10.0 Code IBC2015/TP12014 Matrix-P Weight:6 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=45/1-1-11,C=45/1-1-11 Max Horz D=35(LC 9) Max Uplift D=-430(LC 29),C=-430(LC 32) Max Grav D=436(LC 36),C=436(LC 33) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-D=-427/434,A-B=-273/274 BOT CHORD C-D=-304/306 WEBS A-C=-548/548 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Dpsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. J PN GAR�� 9)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 'AS Q will fit between the bottom chord and any other members,with BCDL=10.Opsf. 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Ot=lb) D=430,C=430. 12)This truss has been designed fora total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-1-11 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 39$46 rS�UNnLt�v June 14,2019 ®WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not '• a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Ml(ek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N,Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 !Job jT►u8S }Type Qty Pty AC-9905172nd$I NE-Arlington-WA i U1351379 €25191 rSP28 �Bl lcWng Supported 1 1 _ !Job Reference(optional).__ Alliance Truss (CA), AbbotSloM,BC-V2S 7P6, 8.310 s May 22 2019 Mffek Industries,Inc, Tue Jun 11 14:03:27 2019 Page 1 I D:rCTm K6iuyDTtyZuzrFbeDzl U Sd-Z4n8Po0VUwl AODtLdxr3SOgiLpZSxLIQOvcx8_z7Km_ 1.1-7 1 1-7—� 4x4 = 2x4 it Scale=1:11.3 A B D C 3x5 11 5x6 = t 1„1-7 Plate Offsets..CX,Y}_[C,Edge,03-01 LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/dell Lid PLATES GRIP 25. Plate Grip DOL 1.15 I TC 0.13 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=20) Lumber DOL 1.15 I BC 0.06 Vert(CT) n/a n/a 999 TCDL 1 BCLL 13.0 Rep Stress Incr YES WB 0.16 Horz(CT) 0.00 C n/a n/a BCLL 10.0 Code IBC2015fTP12014 Matrix-P Weight:6 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=44/1-1-7,C=44/1-1-7 Max Horz D=-35(LC 8) Max Uplift D=430(LC 29),C=-430(LC 32) Max Grav D=437(LC 36),C=437(LC 33) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-D=-428/435,A-B=-268/268 BOT CHORD C-D=-298/300 WEBS A-C=-545/545 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. SU[� G-^l�Cly 9)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. �1C 1M 5�77 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) D=430,C=430. 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-1-7 for 310.0 plE 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors This design is based only upon parameters shown,and is for an individual building component,not , a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Welk'is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,Loa 3G7 Job Truss s Type y Ply -PAC-3905 172nd St NE-Arlingtoo-WA � 55191 SP29 Blocking Supported 1 1 U1351380 JobRefe_rence Wnal Alliance Truss (CA), Abbotsford,BC-V2S 7P0, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:03:28 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-1 GLWc818FE900NSXBfMI?cDt5Cvjgo?ZFZMVfRz7Klz 1.13 I 113 4x4 = 2x4 11 Scale=1:11.3 A B 77 1 G C 3x5 11 5x6 1-1-3 1-1-3 Plate Offsets.(X,y [C:Edge.0-3-01 LOADING (psf) SPACING- 2-0-0 I CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=2 13. Lumber DOL 1.15 ( BC 0.06 Vert(CT) n/a n/a 999 BCDL 10.0 TCDI 3.0 Rep Stress Incr YES I WB 0.16 Horz(CT) 0.00 C n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-P Weight:6 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=43/1-1-3,C=43/1-1-3 Max Horz D=35(LC 9) Max Uplift D=-430(LC 29),C=-430(LC 32) Max Grav D=437(LC 36),C=437(LC 33) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-D=-429/435,A-B=-262/262 BOT CHORD C-D=-292/294 WEBS A-C=-542/542 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,�N� GAR(," 9)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide AS ^► will fit between the bottom chord and any other members,with BCDL=10.Opsf. C1� 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=lb) �` D=430,C=430. 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-1-3 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ;9536 ov-. SS�UNAL�: �'� June 14,2019 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1.7473 rev.1010312015 BEFORE USE. Design valid For use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not • a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 Quality Criteria,DSB49 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N,Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 i Linis rubs71 1Type Qly )Ply AC 3905172nd St NE-Adington-WA 25191 3D Blocking Supported 1 I 1 U1351381 Allifil Truss CA, Abbotsford,BC-V2S 7P6, 8.310 s I22 Reference Industries. ( ? t,aay 22 2f}18 MlTek Industries,{nc.Tue Jun 11 14t03:30 2019,Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-_fTG1g30nrPkFgcwl4Om4lIDbOaC8iVsisrckJz7Klx 1-0-15 14-18 4x4 = 2x4 11 Scale=1:11.3 A B I J� \ 1 � \ D C 3x5 11 5x6 = 1 01 5 1ti5 _Plate Oft ets,(M)-- :Edge 0-3-0L LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP (Roof Snow=2 TCLL 2 13.0) Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a n/a 999 MT20 197/144 Lumber DOL 1.15 BC 0.06 Vert(CT) n/a n/a 999 BCDL 3.0 Rep Stress Incr YES WB 0.16 Horz(CT) 0.00 C We n/a BCDL 10.0 BCDL 10.0 Code IBC2015/TP12014 I Matrix-P Weight:6lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=42/1-0-15,C=42/1-0-15 Max Horz D=35(LC 9) Max Uplift D=431(LC 29),C=-431(LC 32) Max Grav D=437(LC 36),C=437(LC 33) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-D=-431/435,A-B=-256/257 BOT CHORD C-D=-287/288 WEBS A-C=-539/539 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. GAR(.,� — 9)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) D=431,C=431. 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-0-15 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. it)S$G �A- S/C) [AL,�•`� June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®conneclors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall t, building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the M fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1 quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,Road 3G7 ub Type Qly 1Ply -PAC-3905 1721id St NE-AilinglorrWA II U1351382 I26191 {SP31 Blocking Supported 1 I 1 I {JOb Reference Optbn8l] i Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11`14:03:312019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzl USd-Srl fEA3OX9XbtgB6snv?d ErOJQ W St9mOxWa9Glz7Kl W 1.0-11 1-0-11 4x4 = 2x4 Il Scale=1:11.3 A B \` r�I � D C 3x5 5x6 = -0.1 9 1 1-0-11 Plate OHeets(X.)Q= IC:Edge.0- _ LOADING (pcf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) Well L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.06 Vert(CT) n/a n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.16 Horz(CT) 0.00 C n/a n/a BCLL 10.0 Code IBC2015/TP12014 Matrix-P Weight:5 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=4111-0-11.C=41/1-0-11 Max Horz D=-35(LC 8) Max Uplift D=431(LC 29),C=431(LC 32) Max Grav D=438(LC 36),C=438(LC 33) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-D=-432/436,A-B=-250/251 BOT CHORD C-D=-281/283 WEBS A-C=-537/537 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI(TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,� 111 GA/{(.Z-1 9)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide AS / will fit between the bottom chord and any other members,with BCDL=10.Opsf. O _ 1• 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi, 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) D=431,C=431. - 12)This truss has been designed fora total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-0-11 for 310.0 plf. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord, i. 39586 k� o r�. NI AL��`�� June 14,2019 A WARNING-Verify design paramerers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev,1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual buss web and/or chord members only.Additional temporary and permanent bracing MiTek• III is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPl1 Quality Criteria,DSB-89 and BCSI Building Componenf 100 Industrial Road Safety Information available from Truss Plate Institute,218 IN Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3,37 Job toss Type qly !Ply AC-3905172nd SINE-Arington-WA U1351383 25191 'SP32 'Blocking Supported 3 1 i i—_- I _ I —Job Reference Lptiona�l. Alliance Truss(CA). Abbotsford.BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:03:32 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzl USd-w1 bi SW4eISISU_mIQVRE9SOZ2gGjcc29AAKioCz7Kly 1-0-3 4x4 = 2x4 11 Scale=1:11.3 A B ..` `\ ,, � rr D C 3x5 11 5x6 = 1-0-3 1-0J Plate_Oflseb;. ,Y}_(C;Edge,O 3-OI LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.05 Vert(CT) Tie n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.16 Horz(CT) 0.00 C n/a n/a _ BCLL 10.0 Code IBC2015/TPI2014 Matrix-P BCDL 10.0 Weight:5 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals, BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=39/1-0-3,C=39/1-0-3 Max Horz D=-35(LC 8) Max Uplift D=433(LC 29),C=-433(LC 32) Max Grav D=439(LC 36),C=439(LC 33) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-D=-435/437 BOT CHORD C-D=-269/271 WEBS A-C=-532/532 NOTES- 1)Wind:ASCE 7-10;VuIt=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. \)NS GAI2(, 9)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide A S �� will fit between the bottom chord and any other members,with BCDL=10.0psf. Oy _ ti• 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except Qt=lb) a� 4 D=433,C=433. 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-0-3 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. `0 h- v fits hl•.R�' June 14,2019 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE 1411-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system-Before use,the building designer must verify the applicability of design parameters and properly incorporate[his design into the overall In building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTe l<is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIf Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 IJob !Truss s Type (aty iRty -PAC-3905 172nd St NE-Arlington-WA U1351384 125191 'SP33 Blocking Supported 1 i Job Reference(optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:03:32 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-wl bl SW4elSfSU_mIQVRE9SOaQgGdccC9AAKioCz7Kly 1-1-13 1-1-13 A 44 = 2x4 Scale=1:10.4 Fl .r T, D C 1,5x4 II 4x4 = 1 1-1-13 't-4-t3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/defl Ltd PLATES GRIP TOLL 25.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) We n/a 999 MT20 197/144 (Roof Snow=2 TCDL 13.3.0 Lumber DOL 1.15 BC 0.06 Vert(CT) file n/a 999 Rep Stress Incr YES WB 0.15 Horz(CT) 0.00 C n/a n/a BCLL 10.0 Code IBC2015/TP12014 Matrix-P I Weight:5 lb FT=20% SCDL 10.0 I tlMRFR- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=45/1-1-13,C=45/1-1-13 Max Horz D=31(LC 9) Max Uplift D=-372(LC 29),C=-372(LC 32) Max Grav D=379(LC 36),C=379(LC 33) FORCES. (lb)-Max.Comp./Max,Ten,-All forces 250(lb)or less except when shown. TOP CHORD A-D=-370/377,A-B=-274/275 BOT CHORD C-D=-301/303 WEBS A-C=-498/498 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat 11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;PF=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=IO.Opsf. t VASl� '9 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) D=372,C=372. 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-1-13 for 310.0 plf. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. O k/.39586``, June 14,2019 ®WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1011.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSf?Pl1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 jJob fTntas Type Qty Ply ,' AG3905 172nd St NE-Aflln9t04-WA II25191 1SP34 (Blocking Supported 1 i 1 U1351385 I ._Job Reference optional Alliance Truss(CA). Abbotsford.BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:03.-33 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-OD9Pfs5G3mnJ68LV_CyTifwkn Dc?L3JJ Pq 3G Lez7Klu 0-11-11 • a+1-11 4x4 = 2x4 II Scale=1:11.3 A B 71 t t 0 C 3x5 !I 5x6 I 0-11-11 0-11-11 Plate Offsets:QX,Y}^jC Edge 0-3-01_ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=2 Lumber DOL 1.1 13. TCDL 13.0 5 BC 0.05 Vert(CT) n/a n/a 999 BC Rep Stress Incr YES I WB 0.16 Horz(CT) 0.00 C n/a n/a BCDL 10.0 10.0 Code IBC2015/TPI2014 Matrix-P Weight:5 lb FT=20% - LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=37/0-11-11,C=37/0-11-11 Max Horz D=35(LC 9) Max Uplift D=-434(LC 29),C=-434(LC 32) Max Grav D=440(LC 36),C=440(LC 33) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-D=439/439 BOT CHORD C-D=-258/259 WEBS A-C=-527/527 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSVTPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. \N GAR(, 9).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide WA L will fit between the bottom chord and any other members,with BCDL=1 O.Opsf. �l� 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11 Provide mechanical connection b others of truss to bearing late capable of withstanding 100 lb uplift at'oint s except t=lb r ( Y ) 9P P 9 P 1 ( ) P (1- ) D=434,C=434. 12)This truss has been designed fora total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 0-11-11 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. iO x.., GISTER , N SS )N L V.,�G June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek@ connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability or design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI1`TPI1 quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,Road 3G7 (J0b T1Usa s Type Qty Ply -PAC-3905 172nd SL NE-Ailington-WA j U1351386 12S191 SP35 Blocking Supported 1 i _ I I Job Reference 0na! Alliance Truss (CA). Abbotsford,BC-V2S 7P6• &310 s May 22 2019 MiTek Industries,Inc.Tue Jun 11 14:03:34 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-sQjntC6ug4vAklvhXvTiEtTuXdyF4VYSdUppt4z7Klt 0-11-7 0-11-7 4x4 = 2x4 11 Scale=1:11.3 A B 1 _ J 0 C 3x5 !I 5x6 = 0.11-7 0.11-7 Plate Oftsets.(X,Y�._CiEdBe•b-3-01 — — -- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLIL(Roof Snow=2 25. Plate Grip DOL 1.15 TC 0.14 Vert(LL) n/a n/a 999 MT20 197/144 TGDL 13.0 Lumber DOL 1.15 BC 0.05 Vert(CT) n/a n/a 999 Rep Stress Incr YES WB 0.16 Hotz(CT) 0.00 C Ilia n/a BCLL 10.0 BCOL 10.0 Code IBC2015FFP12014 Matrix-P Weight:5 lb FT=20 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=36/0-11-7,C=36/0-11-7 Max Horz D=35(LC 9) Max Uplift D=-435(LC 29),C=-435(LC 32) Max Grav D=440(LC 36),C=440(LC 33) FORCES. (lb)-Max,Comp,/Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-D=-441/441 BOT CHORD C-D=-252/253 WEBS A-C=-525/525 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1,33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 2-0-0 oc, 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �p.N VAkC� 9).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. t;O 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) �^ 2 D=435,C=435. 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 0-11-7 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. k 39.5 6 N A I, June 14,2019 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE, ! Design valid for use only with MiTek®connectors,This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek I` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSFMI Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite M2,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 ,Job Truss Type Qly PIy PAC3905 172nd St NE Arlinglon-WA U1351387 25191 SP36 Blocking Supported 3 1 I lJob Reference(oplyonal_ Allient*Truss (CA). Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tub Jun 11 14:03:35 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-KcG94X7XbN11 LRUt5d_xn403Fl lXpygbs8YNPXz7Kls 0-10-13 0.10.13 A 4x4 = t3 2x4 11 Scale=1:11.3 l+, i I D C 3x5 5x6 = 0-10-13 o-i 13 �e�s orrsees:.lx,�..[c:Ea�.o�o� LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.05 Vert(CT) n/a n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.15 Horz(CT) 0.00 C n/a n/a BCLL 10.0 Code IBC2015/TP12014 Matrix-P Weight:5lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=33/0-10-13,C=33/0-10-13 Max Horz D=-35(LC 8) Max Uplift D=-437(LC 29),C=-437(LC 32) Max Grav D=442(LC 36),C=442(LC 33) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-D=-446/446 WEBS A-C=-5211521 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web), 7)Gable studs spaced at 2-0-0 oc, 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide N S GAR(y will fit between the bottom chord and any other members,with BCDL=10.Opsf. > 'AS/ 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 0� )� 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) D=437,C=437. ` 4D 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 0-10-13 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 39586 . CA)k��%1STE��`> June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111.7473 rev.10/03/2015 BEFORE USE Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVFPI1 Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314- Bradford,ON,L3Z 3G7 ,Job Truss s Type Oily IPIy -PAC-3905'172nd St NE-Arlington-WA U1351388 �25191 'SP37 'Blocking Supported 3 1 Lob Reference(optionaq Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MITek Industries,Inc- Tue Jun 11 14:03:36 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-oogYHt79Mh9uzb34fKVAKIYE RdoYP415olwxzz7Klr 0-10-7 0-10-7 4x4 = 2x4 11 Scale=1:11.3 A B 1 I �a D C 3x5 15x6 = aloes o-1a� Plate Offsets KY).— 1C:Edge,0-3g LOADING (pof) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 I Plate Grip DOL 1.15 TC 13. 0.14 Vert(LL) n/a n/a 999 MT20 1971144 (Roof Snow=2 Lumber DOL 1.15 BC 0.04 Vert(CT) n/a n/a 999 BCDL 130 Rep Stress Incr YES WB 0,15 Horz(CT) 0.00 C n/a n/a BCDL 1010 BCDL 100 Code IBC2015/TP12014 Matrix-P Weight:5 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=32/0-10-7,C=32/0-10-7 Max Horz D=35(LC 9) Max Uplift D=-438(LC 29),C=-438(LC 32) Max Grav D=443(LC 36),C=443(LC 33) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-D=-449/450 WEBS A-C=-519/519 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 9)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ,� GAR�.��r will fit between the bottom chord and any other members,with BCDL=10.0psf. WAS! 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. O 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except(jt=lb) D=438,C=438. ` 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 0-10-7 for 310.0 plf. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. k�C11S_ �-!P1 ON,AC.Y , June 14,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web andlor chord members only.Additional temporary and permanent bracing Mire k' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?PIf Quality Criteria,OSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss Type Ply AC-3905 172nd St NE-Arlington-WAU1351389 125191 SP38Blocking Supported ry 1 Job Reference(Opllonw Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:03:37 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-H?OwVD8n7?HlbleGD2OPsV5Pkrz2HsLuJS I TUPz7Klq 0.10.9 o.10.3 4x4 = 2x4 11 Scale=1:11.3 A B 11 11 D C 3x5 11 5x6 = 0-10-3 aft/-a Plate Offsets,(),Y}—(C:Edge LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.04 Vert(CT) n/a n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.15 Horz(CT) 0.00 C n/a n/a BCLL 10.0 BCDL 10.0 Code IBC2015/TP12014 Matrix-P Weight:5 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=31/0-10-3,C=31/0-10-3 Max Horz D=-35(LC 8) Max Uplift D=-439(LC 29),C=-439(LC 32) Max Grav D=444(LC 36),C=444(LC 33) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-D=-452/452 WEBS A-C=-518/518 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSIITPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide S�N-,4 GAR will fit between the bottom chord and any other members,with BCDL=10.Opsf. VAS/��ti. 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. �l 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) << C} D=439,C=439. C. O 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist — drag loads along bottom chord from 0-0-0 to 0-10-3 for 310.0 plf, 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 39586 ClSTV.R` s/U�'/�Lti�� June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate[his design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only,Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?PIl Qualify Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job jf u5s sType Oty Ply PAC-3905 172nd 3t NE-Arlington-WA U1351390 25191 SP39 Blocking Supported 1 1 __ _ _ Job Reference toptionaI Alliance Truss (CA). Abbotsford.BC•V2S 7P8, 8.310 s May 22 2019 MITek Industries,Inc. Tue Jun 11 14:03:38 2019 Page 1 I D:rCTmK6i uyDTt_yZuzrFbeDzl USd-I Byl iZ9Pu I PcDvDSmIYePjdaSEJ IOJb2Y6n 10rc7Klp 4x4 = 2x4 II Scale=1:11.3 A B l A It D C 3x5 11 5x6 = 0-9-15 0-9-15 Plata Off% a-X( Y)— IG:Ed9e,0-3.01 LOADING (psf) ( SPACING- 2-0-0 CSI. DEFL. in (Ioc) 1/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TIC 0.14 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=2 13) Lumber DOL 1.15 BC 0.04 Vert(CT) n/a n/a 999 BCLL TCDL 13.0 I Rep Stress Incr YES WB 0.15 Horz(CT) 0.00 C n/a n/a BCDL 10.0 * Code IBC2015/TPI2014 Matrix-P Weight:5 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=30/0-9-15,C=30/0-9-15 Max Horz D=35(LC 9) Max Uplift D=-440(LC 29),C=-440(LC 32) Max Grav D=445(LC 36),C=445(LC 33) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-D=-454/454 WEBS A-C=-517/517 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSIrrPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide S�N.-` GAR(,',( will fit between the bottom chord and any other members,with BCDL=10.Opsf. f WAS 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. Q 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) D=440,C=440. 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 0-9-15 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 39586 June 14,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7673 rev.10/03/2015 BEFORE USE. { Design valid for use only with MiTek®connectors,This design is based only upon parameters shown,and is for an individual building component,not ��• a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek�is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the labricalion,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 IN Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Y • Truss '_1 t Type Qly Ply I?YAC-3905172nd St NE-Arlington-WA I U1351391 �25191 �SP40 ,Blacking Supported 2 1 IJob Retereqqq OpNonal) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MTek Industries,Inc. The Jun 11 14:03-392019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-DN W gwvA1 fcXTg3oeKT3txwAlBefYlmrB n m W aYlz7 Klo 0-9-11 0.9.11 4x4 = 2x4 Scale=1:11.3 A B i 1 v�, •- I 1 1. t) C 3x5 11 5x6 — 0-9-11 0-9-11 Plate Oifsets,�X,Y)— [C:Edge'o 3 01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) n/a We 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.04 Vert(CT) n/a n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.15 Horz(CT) 0.00 C n/a n/a BCLL 10.0 Code IBC2015/TPI2014 Matrix-P Weight:5 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=29/0-9-11,C=29/0-9-11 Max Horz D=-35(LC 8) Max Uplift D=-441(LC 29),C=-441(LC 32) Max Grav D=446(LC 36),C=446(LC 33) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-D=457/457 WEBS A-C=-516/516 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)*This truss has been bottom herd ned r a live load of 20.Opsf on the other members,with bottom 10.rd in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �� GAR(./ will fit between the � 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. WAS/ 1 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except Qt=lb) D=441,C=441. ' ;J� 12)This truss has been designed fora total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 0-9711 for 310.0 plf. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ;9j8G , .17 June 14,2019 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTekO connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate[his design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Wei( is always required for stability and to prevent collapse with possible personal injury and properly damage, For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS1rTPI1 quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra,VA 22314. Bradford,ON,L3Z 3G7 �fOb frllss tType Gty Ply •PAC-3905'172nd St IVE-Arlington-WA U1351392 25191 �SP41 Blocking Supported 1 1 IJob Reference1aptionJ Alliance Truss (CA), Abbotsford;BC-V23 7P6, 8.310 s May 22 2019 MIT*Industries,Inc. Tue Jun 11 14:03:40 2019 Page 1 I D:rCTmK6i uyDTt_rZuzrFbe Dzl U Sd-ha427 FAfQwfJSD NruAa6U8jwx2?oU D5LOQG74kz7Kln asa 04 = 2a4 11 Scale=1:11.3 A B I +, I D C 3x5 1, 5x6 = 0-9-7 0� 9 7 Plate Offsets,(X,Y)— L.Edge;0.3-B�_ _ LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.1 13. Lumber DOL 1 1 5 I TC 0.14 Vert(LL) n/a n/a 999 MT20 1971144 (Roof Snow=2 . 5 BC 0.04 Vert(CT) n/a n/a 999 BCLL 10.0TCDL 13.0 I Rep Stress Incr YES WB 0.15 Horz(CT) 0.00 C n/a n/a BCDL 10.0 I` Code IBC2015/TP12014 Matrix-P Weight:5 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=28/0-9-7,C=28/0-9-7 Max Horz D=35(LC 9) Max Uplift D=-443(LC 29),C=-443(LC 32) Max Grav D=447(LC 36),C=447(LC 33) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-D=-460/460 WEBS A-C=-516/516 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSIlTPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 2-0-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 9)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide N)(,i,4 GAIZ(:� will fit between the bottom chord and any other members,with BCDL=10.Opsf. WAS 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) D=443,C=443. ^` O N 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist — drag loads along bottom chord from 0-0-0 to 0-9-7 for 310.0 p1t. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. GTE6�O `mow SS/ IS ONAL 1 C June 14,2019 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev.1WO312015 BEFORE USE. I Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not , a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing � ��• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Instilule,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,1-3Z 3G7 IJob Truss `7 Type Ow -Ply "_ t AC-3905 172nd St NE-Arlington-WA U1351393 425191 SP42 810WIng Supported 2 1 _ [job Reference(oplionen Altlance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:03:41 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzIUSd-9meRLbBHBDoA4Myl Su5L1 LF5gSL2DgKUE4?hdAz7Klm 0-9-3 0-9-3 44 = 2x4 Scale=1:11.3 A B II 1 ' ,I 1 I D C 3x5 'I 5x6 0-9-3 0-9-3 Plate Offsets�X.Yr 1C:Edge,0-3eg LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 13. Plate Grip DOL 1.15 TC 0.14 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=2 Lumber DOL 1.15 BC 0,04 Vert(CT) n/a n/a 999 TCLL 3.0 Rep Stress Incr YES WB 0.15 Horz(CT) 0.00 C n/a rile _ BCLL 10.0 BCDL Code IBC2015/TP12014 Matrix-P Weight:5 lb FT=20% 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=27/0-9-3,C=27/0-9-3 Max Horz D=-35(LC 8) Max Uplift D=-444(LC 29),C=-444(LC 32) Max Grav D=448(LC 36),C=448(LC 33) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-D=-463/463 WEBS A-C=-516/516 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5,Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces R MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any Other live loads. 9)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide [a 1 GARCC will fit between the bottom chord and any other members,with BCDL=10.Opsf. 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except Qt=lb) D=444,C=444. (I+ 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 0-9-3 for 310.0 plf, 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. A R�.39586 .�, for., 4' .�• css�oNA L����` June 14,2019 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE, �.. Design valid for use only with M!TekO connectors.This design is based only upon parameters shown,and is for an individual building component,not a Ifuss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ``,�//Me building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing ty l< I is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the I! fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSYMI Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety information available from Truss Plate Institute,218 N.Lee Slreel,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 l job I russ i Type Oily Ply PAC-3905'172nd St NE-Arlington-WA U1351394 23191 SP43 !Blocking Supported 4 1 Job Reference opuonei) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:03:42 2019 Page 1 I D:rCTm K6iuyDTtyZuzrFbeDzl USd-dyB pYxCwyXw1 h W XD?bca=oGPshJy7adTkl E9dz7Kll 0-8-13 ODI-' a 13 4x4 = 2x4 11 Scale=1:11.3 A B i I I D C 5x7 = 0-8- 33 0�B 1 PlateOffsets.(?Y)— '( 1-4`07q- D.a-1-�2 301 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ltd PLATES GRIP TCLL Snow=2 25. Plate Grip DOL 1.15 TC 0.14 Vert(LL) n/a n/a 999 MT20 197/144 (Roof f 10) Lumber DOL 1.15 SC 0.04 Vert(CT) n/a n/a 999 BCLL 13.0 Rep Stress Incr YES WB 0.15 Horz(CT) 0.00 C n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-P Weight:4 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=25/0-8-13,C=25/0-8-13 Max Horz D=35(LC 9) Max Uplift D=446(LC 29),C=-446(LC 32) Max Grav D=450(LC 36),C=450(LC 33) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-D=-468/468 WEBS A-C=-516/516 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat 11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1,33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI(TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. WAS 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except Ot=lb) D=446,C=446. �- 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist — drag loads along bottom chord from 0-0-0 to 0-8-13 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 19586 /.1 Q/STV, �y`v SS�C)�rALf�(;• June 14,2019 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,1I1-7473 rev.10/03/2015 BEFORE USE. *� Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Quality Criteria,DSB-199 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Instilule,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 1 Job �TntBS Type MY Ply A 3905 172nd St NE-Arlington-WA 26191 ISP44 810dtiYtp Supported 1 1 Job Reference ' U1351395 Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:03:43 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-591BmGDYjr2uJg5QZ17p6mLR7FOa hagniOUoh3z7Klk 0V A 4x4 = 8 2x4 11 Scale=1:11.3 I� I D C 5x6 0.8-�� 0-&7 Plate Oftsets(X,Y,�- :0-1-4,0-0 0t.ro•a1-4,0-3-0] _ LOADING (psf) SPACING- 2-0-0 CS!, DEFL. in (loc) i/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.04 Vert(CT) n/a n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.15 Horz(CT) 0.00 C n/a n/a BCLL 10.0 BCDL 10.0 Code IBC2015/TP12014 Matrix-P Weight:4 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=24/0-8-7,C=24/0-8-7 Max Horz D=-35(LC 8) Max Uplift D=-449(LC 29),C=-449(LC 32) Max Grav D=453(LC 36),C=453(LC 33) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-D=-474/474 WEBS A-C=-517/517 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSUTPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 4) Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. GgIQ(! 9).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 1�~ will fit between the bottom chord and any other members,with BCDL=10.Opsf. 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) D=449,C=449. 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 0-8-7 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. %39586 ✓�, f%1STV �AL June 14,2019 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Nil' MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPl1 quality Criteria,DSB-89 and BCSI Building Component Safety information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bra Industrial Road Bradford,ON,L3Z 3G7 IJob C45 ss t Type f7ly IPIy d AC-3905 172nd St NE-Arlington-WA U135139625191 Blocking Supported 1 1 Job Reference o banal _ _� Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:03:44 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzl U Sd-ZLJZzcDATBAIxggc7Oe2e_tVIfLsQrDww2ELDVz7Klj 1�-- -15 1-6-15 Scale=1:43.6 A B tl—X7-= If tj ✓� !d l I 1 ii D C 7x8 = 4x6 I i 1-8-15 Plate offsets(X Y}- [s:Edsa o-1-12],LEdge_a3-a] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (toc) I/detl L/d PLAIF-S GKIP TCLL 25.0 Plate Grip DOL 1.15 11 TC 0.60 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.10 Vert(CT) n/a n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.91 Horz(CT) -0.00 C n/a n/a BCOL 10.0 Code IBC2015/TP12014 Matrix-P Weight:30 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF 210OF 1.8E*Except` WEBS 1 Row at midpt B-C,B-D B-D:2x4 SPF No.2 REACTIONS. (lb/size) D=70/1-8-15,C=70/1-8-15 Max Horz D=-205(LC 29) Max Uplift D=-2871(LC 29),C=-2871(LC 32) Max Grav D=2881(LC 36),C=2881(LC 33) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-509/518,B-C=-3312/3313 BOT CHORD C-D=-482/486 WEBS B-D=-3346/3346 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 2-0-0 oc. I S�Imo~ G.AR('/1 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide \O 1r will fit between the bottom chord and any other members,with BCDL=IO.Opsf. 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) D=2871,C=2871. 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-15 for 310.0 plf. r G� 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord, z�� kA�IST►39.586 .,0 V NAL June 14,2019 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. I Design valid for use only with MiTek&connectors.This design is based only upon parameters shown,and is for an individual building component,not V a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall rek building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Qualify Criteria,DSB-89 and SCSI Building Component SafetyInformation available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bra Industrial Road Bradford,ON,L3Z 3G7 r b Truss �,Type Dly ;P(y AC•3905172nd St NE-Admgton-VOA191 SP46 Blocking Supported 7 U1351397 I _ IJolb Reference(9p09!alJ_ AI((ance Truss (CA), Abbotslortl,BC-V2S 7P6, 8.310 s May 22 2019 MTek Industries,Inc. Tue Jun 11 1443:44 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbe Dzl U Sd-ZLJZzcDAT8AIxggc70e2e_tV?fLkQrRww2ELDVz7Klj 1-10.7 Scale=1:43.6 A B • 2x4—it—S�cy i 1�k 1 / I I I � t fti 1 I i 1 i I 1 D C 6x8 = 4x6 11 1-10-7 Plate o-ffseta.(X,Yr_jB;Edge,41-121,IC:E0ge,O+01 _ LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (toc) I/dell Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.59 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=2 TCDL 13.3.0 Lumber DOL 1.15 BC 0.10 Vert(CT) n/a n/a 999 Rep Stress Incr YES WB 0.90 Horz(CT) -0.00 C n/a n/a _ BCDL 10.0 BCDL 10.0 Code IBC2015/TPI2014 Matrix-P I Weight:30 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF 210OF 1.8E*Except* WEBS 1 Row at midpt B-C,B-D B-D:2x4 SPF No.2 REACTIONS. (lb/size) D=76/1-10-7,C=76/1-10-7 Max Horz D=-205(LC 8) Max Uplift D=-2829(LC 29),C=-2829(LC 32) Max Grav D=2841(LC 36),C=2841(LC 33) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-544/553,B-C=-3239/3239 BOT CHORD C-D=-517/521 WEBS B-D=-3279/3279 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 2-0-0 oc. GAI?C- 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. ' �2 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except Ot=lb) D=2829,C=2829. 12)This truss has been designed for a total drag load of 310 off.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-7 for 310.0 plf. �. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. NUJ fir/ 9586 �9 sS�UNAL ^ June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev,10/03/2015 BEFORE USE Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing *��• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI1TPl1 quality Crileria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,Road 3G7 ab TrUn Type Gty iply PAC-3905 172nd St NE-Arlington-WA U1351398 i25191 SP47 Blocking Supported 14 1 1 JOb Reference Optional) Alliance Truss (CA), Abbotsford,SC-V2S7P6, 5,310 s May 22 2019 MITek Industries,Inc. Tue Jun 11 14:03:46 2019 Pagel I D:rCTm K6iuyDTtyZuzrFbe Dzl USd-2XtxAyEoES IcY_FohjAH BBOoT3h69Uv49izumxz7Kli 140-7 ' 1-10-7 4x4 = 2x4 11 Scale=1:9.1 A B l I -1 1� D C 3x4 = 1.5x4 II 1-10.7 1-10.7 LOADING (psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP Plate Grip DOL 1.15 TC 0.09 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=2 25.0) Lumber DOL 1.15 BC 0.10 Vert(CT) n/a n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.18 Horz(CT) -0.00 C n/a n/a TCLL BCOL 10.0 I Code IBC2015ITP12014 Matrlx-P I Weight:B lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=80/1-10-7,C=80/1-10-7 Max Horz D=24(LC 35) Max Uplift D=-286(LC 29),C=-286(LC 32) Max Grav D=309(LC 50),C=309(LC 49) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-13=476/477,B-C=-313/314 BOT CHORD C-D=-472/473 WEBS B-D=-606/606 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSIITPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide GAR(, R(, will fit between the bottom chord and any other members,with BCDL=10.Opsf. 1F �AS�I' 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. C � 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) D=286,C=286. a 7 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-7 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 39586 June 14,2019 14 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek AO connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing f.• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 quality Criteria,DSB•89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 job Truss Type ty !Ply PAC-3905 172nd St NE-Arlington-WA U1351399 25191 SP48 Flat I 1 Job Reference o tional Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:03:46 2019 Page 1 I D:rCTm K6iuyDTtyZuzrFbeDzl USd-W kRJOI FQ?mQTA8q?ERh W kPz_rT2TuzrDOMjS IOz7Klh 1-10-7 1-10-7 A 3x4 = B 1.5x4 11 Scale=1:9.3 I �\.r I .1 C D 3x4 L5x4 11 1-10-7 140-7 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL) -0.00 D >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) -0.00 D >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.01 Horz(CT) -0.00 D n/a n/a BCDL 10.0 MP i atrx- Weight:7 lb FT=20% BCDL 10.0 Code IBC2015/TP12014 M I - LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=80/Mechanical,C=80/Mechanical Max Horz C=-27(LC 8) Max Uplift D=-17(LC 8),C=-17(1-C 9) Max Grav D=82(LC 2),C=82(LC 2) FORCES. (lb)-Max,Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASIDE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)D.C. 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. GA Rt_/� Cl� YAS///,� •D G ✓; t 39586 O cv`r SS'/0N, L V-, June 14,2019 AWARNING.Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate[his design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP11 Qualify Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,1-3Z 3G7 Jul) Tivae .Type (AY Ply PAC-3905 172nd 3t NE-Arlington-WA U1351400 25191 SP49 Flat 6 1 Job Reference(oplfenel) _ Alliance Truss (CA). Abbotsford.SC-V2S 7P6. 8.310 s May 22 2019 MiTek Industries.Inc. Tue Jun 11 14:03,47 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbe Dzl USd-_w?ibeG2m3YKoH PBo8CIGcV9bt0idQ4MdOS?ggz7Klg 1.10-7 1-10-7 A 3x4 = B 1.5x4 11 Scale=1:9.5 I 4 i C D 3x4 - 1.5x4 II �-1a7 1-10-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL) -0.00 D >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) -0.00 D >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.01 Horz(CT) 0.00 C n/a n/a BCLL 10.0 Code IBC2015/TP12014 Matrix-MP Weight:7 lb FT=20% KL QL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x4 SPF No,2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=80/Mechanical,C=80/Mechanical Max Horz D=28(LC 9) Max Uplift D=-18(LC 8),C=-18(LC 9) Max Grav D=82(LC 2),C=82(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=1 O.Opsf. 6)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)D,C. 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 1Vp,14 GAk(-�q b� rAS//4 %� J r pox . 11 �bD�i ��� CpS�U�'nL��`,` June 14,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. AER Design vaNd for use only with MiTek@ connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design rwanraters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Qualify Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 �Job - ITRW ?Type 4ty iPly PAC-3905 172nd St NE-Arlington-WA U1351401 25191 SP50 Flat B 1 j L�Relerenct�o Ip_ion>al Alliance Truss (CA), Abbotsford,SC•V2S 7P8. 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:03:49 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl U Sd-wl7SOKHJ Iho21 bZawZEDL 1 bV5g3A5KZf4Kx6vjz7Kle 1.10-7 1-10.7 A. 3x4 = B 1.5x4 11 Scale=1:9.7 I� I C D 3x4 = 1.5x4 II i 1-10-7 1-10.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TIC 0.05 Vert(LL) -0.00 D >999 240 MT20 197/144 (Roof Snow=2 BCDL 13.0 .0 3 Lumber DOL 1.15 BC 0.02 Vert(CT) -0.00 D >999 180 Rep Stress Incr YES WB 0.01 Horz(CT) 0.00 C n/a n/a BCDL 10.0 BCDL 10.0 Code IBC2015ITP12014 Matrix-MP Weight:7 lb FT=20% _ LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=80/Mechanical,C=80/Mechanical Max Horz D=-30(LC 8) Max Uplift D=-19(1-C 8).C=-19(LC 9) Max Grav D=82(LC 2),C=82(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)D,C, 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. GAIIC 39586 .1 Jf<, Q TI=X%'C. `cv r June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek&connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate[his design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 IJOb )Tf11S!t s Type Oty Ply -PAC-3905 17211d St NE-Alliuytun-WA 125191 $P61 Blocking Supported 14 U1151402 dab Reference o tionat Alliance Truss (CA). Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:03:49 2019 Page t! ID:rCTmK6iuyDTtyZuzrFbeDzlUSd-wl7SOKHJIho21 bZawZEDL1 bVXg3A5Kaf4Kx6vjz7Kle 1-10-7 1-10-7 44 = 2x4 II Scale=1:10.0 A B L� D C 1.5x4 II 3x4 1-10-7 1.10-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TOLL 25.0 Plate Grip DOL 1,15 TC 0.02 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=2 .13 Lumber DOL 1.15 BC 0.02 Vert(CT) n/a n/a 999 BCDL 130 Rep Stress Incr YES WB 0.01 Horz(CT) 0.00 C n/a n/a BCDL 10BCLL ") Code IBC2015/TP12014 Matrix-P Weight:B lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=80/1-10-7,C=80/1-10-7 Max Horz D=-28(LC 8) Max Uplift D=-18(LC 8),C=-18(LC 9) Max Grav D=82(LC 2),C=82(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI(TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11 Provide mechanical connection b others of truss to bearing late capable of withstanding 100 lb uplift at'oint s D,C. ti GA1C ( Y ) 9 P P 9 P J l ) (� (.%I 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 39586 Olt �11ST June 14,2019 O WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate[his design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?PH Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 lJob ITruss _Type I PAC-3J05 172nd St NE-Arlington-WA U1351403 I25191 SP52 Blocking Supported 1 1 !Job Reference Apptlonal) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:03:50 2019 Page 1 I D:rCTmK6iuyDTt_rZuzrFbeDzl USd-OVggEglx3_wvfl8mTHISu F7Tg4OW gaVpJ_hfR9z7Kld 1-5-7� 1�: 2x4 I I 6x8 = Scale=1:45.5 l A B i fl 1 J f� 5x6 11 D C _1-5-7 1•S7 Plate .(x,Y .1s Edee,a2 a1�(c_Ed 0,1 s13 36 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.82 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.08 Vert(CT) n/a n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.86 Horz(CT) -0.00 C n/a n/a BCLL 10.0 Code IBC2015/TP12014 I Matrix-P Weight:30 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF 210OF 1.8E*Except* WEBS 1 Row at midpt B-C B-D:2x4 SPF No.2 2 Rows at 1/3 pts B-D REACTIONS. (lb/size) D=56/1-5-7,C=56/1-5-7 Max Horz D=-215(LC 34) Max Uplift D=-3171(LC 29).C=-3171(LC 32) Max Grav D=3180(LC 36),C=3180(LC 33) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-432/441,B-C=-3764/3764 BOT CHORD C-D=-404/408 WEBS B-D=-3783/3783 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1,10 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. WASf 9)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. N r 7 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=1b) D=3171,C=3171. 12)This truss has been designed for a total drag load of 310 plf,Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-5-7 for 310.0 plf. C 13)Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. r�J/ k�'CJSl'L6 C' 1•S./ONA[ 1'C � June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability or design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI1`TPl1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. I Bradford,ON,L3Z 3G7 IJob I s russ type G1ty JI-V -PAC-3905 1/2nd St NE-Arlington-WA U1351404 a5191 +SP53 �8baking Supported 5 1 Job Reference al) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:03:51 2019 Page 1 ID_rCTmK6iuyDTtyZuzrFbeDzIUSd-shECROJZg12mGvjyl_GhOSgfl UkNZ2myXeQDzbz7Klc 1.1067 1.100.7.7 2x4 11 $x8 = Scale=1:45.4 A B x ' j1 i 1 I D C 7x8 = 46 II 140.7 1~ 1� Plate 91se1S()M.Y}�[B!�d98 _1_!j1Mr IC?Edge,�3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.73 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.10 Vert(CT) n/a n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.80 Horz(CT) -0.00 C n/a n/a BCDL 10.0 BCDL 10.0 Code IBC2015/TP12014 Matrix-P Weight:31 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF 210OF 1.8E*Except* WEBS 1 Row at midpt B-C B-D:2x4 SPF No.2 2 Rows at 1/3 pts B-D REACTIONS. (lb/size) D=76/1-10-7,C=76/1-10-7 Max Horz D=-215(LC 29) Max Uplift D=-2981(LC 29).C=-2981(LC 32) Max Grav D=2993(LC 36),C=2993(LC 33) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-548/558,B-C=-3427/3428 BOT CHORD C-D=-520/525 WEBS B-D=-3466/3466 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1,33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 2-0-0 oc. ,� GAIZC. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �'AS 9)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide O �y will fit between the bottom chord and any other members,with BCDL=10.Opsf. ��� 'j• 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. ' 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except Qt=lb) D=2981,C=2981. 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-7 for 310.0 plf. 4 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. /r7;C is6 1 a�v S/pNlAL June 14,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010 12015 BEFORE USE Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design- Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing FiTe is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding ther� fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TP11 quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 ,Job Truss Type oty Ply PAC-5905 172nd St NE-Arlington-WA I1 U1351405 I25191 ;SPS4 Blocking Supported 1 1 I ;Job Reference (optional Alliance Truss(CA), Abbotsford,SC-V2S 7K, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:03:52 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-KtobeLKBbcAcu3 HBbhowzgDmmu5H ISF6m IAmW 1 z7Klb 1-1-7 Till,, 2x4 11 6x10 MT18HS = Scale=1:45.6 A B qv I ;I ICI Y 5x6 1 7x8 = D C 1-1-7 1-1-y Plate Offsets(X Y�_[B:Edge,O 2 0],.[C;Edge,O-3-8j,(b Edge;O 3 0] LOADING (psf) SPACING- 2-0-0 0) CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 13. Plate Grip DOL 1.15 ' TC 0.98 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=2 Lumber DOL 1.15 BC 0.06 Vert(CT) n/a n/a 999 MT18HS 197/144 TCLL 3.0 Rep Stress Incr YES WB 0.97 Horz(CT) -0.00 C n/a n/a BCLL 10.0 Code IBC2015/TPI2014 Matrix-P Weight:29 lb FT=20% BODL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF 210OF 1.8E*Except* WEBS 1 Row at midpt B-C B-D:2x4 SPF No.2 2 Rows at 1/3 pts B-D REACTIONS. (lb/size) D=40/1-1-7,C=40/1-1-7 Max Horz D=215(LC 35) Max Uplift D=-3461(LC 29),C=-3461(LC 32) Max Grav D=3467(LC 36),C=3467(LC 33) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-339/349,B-C=-4282/4282 BOT CHORD C-D=-311/315 WEBS B-D=-4290/4290 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.Il;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category ll;Exp B;Partially Exp.;Ct=1.10 4)Provide adequate drainage to prevent water ponding. 5)All plates are MT20 plates unless otherwise indicated. 6)Gable requires continuous bottom chord bearing. 7)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). ,� ` GAf�r�9 8)Gable studs spaced at 2-0-0 oc. "'AS 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf, 11)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. — 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s)except Qt=lb) D=3461,C=3461. 13)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist C drag loads along bottom chord from 0-0-0 to 1-1-7 for 310.0 plf. �O �{/, 39... 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 5 ►1 ```; s/aNfnt- June 14,2019 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE 11411-7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate[his design into the overall t building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,deltvary,erection and bracing of trusses and6Yaf systems,see ANSI?PI1 Qualify Criteria,DSB-89 and BCSI Building Component Safety Information available Gam Truss Plate Institute,218 N B . ra L.ee.Strest,Suite 312,Alexandria,VA 22314. Industrial Road Bradford,ON,L3Z 3G7 �I JOb TMW s Type Qly iPly -PAC-3905 172nd St NE-Arlington-WA U1351406 J25191 SP55 Blocking Supported 4i - 1 Job Ref ftrroe(optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 222019 MiTek Industries,Inc. Tue Jun 11 14:03:54 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-HGwL31 LR7DQK7MRXi6gO25198hm3mNoOEbftawz7KIZ 1-1a� 1-a 2x4 11 6x8 = Scale=1:46.2 A B .r r !1� l�[I 1 �7 �J Sx6 I D lx8 = C 1-10-7 r 1-1a7 Plate Offsets LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25,0 Plate Grip DOL 1.15 i TC 0.80 Vert(LL) n/a n/a 999 MT20 1971144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.11 Vert(CT) n/a n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.84 Horz(CT) -0.00 C n/a n/a BCLL BCDL 1"0 I Code IBC2015/TP12014 Matrix-P i Weight:32 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF 210OF 1.8E*Except` WEBS 1 Row at midpt A-D,B-C B-D:2x4 SPF No.2 2 Rows at 1/3 pts B-D REACTIONS. (lb/size) D=76/1-10-7,C=76/1-10-7 Max Horz D=-219(LC 8) Max Uplift D=-3049(LC 29),C=-3049(LC 32) Max Grav D=3060(LC 36),C=3060(LC 33) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown, TOP CHORD A-B=-551/560,B-C=-3511/3511 BOT CHORD C-D=-522/526 WEBS B-D=-3546/3548 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category It;Exp B;Partially Exp.;Ct=1.10 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ��� 1r will fit between the bottom chord and any other members,with BCDL=10.Opsf. �� l G>• 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) D=3049,C=3049. 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-7 for 310.0 plf. 3)J c - C Y() 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. p� GIS'l 10NAL June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411.7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTekO connectors,This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 'building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing ,'�' ek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Ml l fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TP11 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 i Job Trus9 Type Qty ;Ply PAC:390.5 172nd St NE-Arlington-WA I U1351407 125191 SP5B (Blocking Supported 1 1 Job Reference(botionawl Alliance Truss (CA), Abbotsford,BC-V2S 7P8, 8.310 s May 22 2019 MiTek lnduslrfe%Inc.Tug Jun 11 14:03:55 2019 Page t I D:rCTmK6iuyDTl_yZuzrFbe Dzl USd-ISUj H N M4uXYBl WOjGq LdblrJl56b VgJYSFOQ6Mz7KIY 1.8=11 1-ti�11 2x4 11 6x8 = Scale=1:46.2 A B f I 1 l I 1 5x6 11 D C _Plats Offsets_(X,)0}_L _p 4- ,.I = _dSle l LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ltd PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.87 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.09 Vert(CT) n/a n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.69 Horz(CT) -0.00 C n/a n/a BCLL 10.0 BCDL 10.0 Code IBC2015/TP12014 Matrix-P Weight:31 lb FT=20% - LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF 2100F 1.8E"Except` WEBS 1 Row at midpt A-D,B-C B-D:2x4 SPF No.2 2 Rows at 1/3 pts B-D REACTIONS. (lb/size) D=61/1-6-11,C=61/1-6-11 Max Horz D=-219(LC 30) Max Uplift D=-3184(LC 29),C=-3184(LC 32) Max Grav D=3193(LC 36),C=3193(LC 33) FORCES. (lb)-Max.Comp./Max,Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-463/473,B-C=-3751/3751 BOT CHORD C-D=-434/439 WEBS B-D=-3774/3774 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 2-0-0 oc. \ t�ti GA/?C, 8)This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. \\'A S 9)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. ,n 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) D=3184,C=3164. 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chard from 0-0-0 to 1-6-11 for 310.0 plf. 3t)SK{1 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. r��j' /rjL/S 1 I S5�(7�InL1�C� June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MR-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verily the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 Qualify Criteria,DSB-89 and SCSI Building Component 100 Industrial Road + Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job roSS s Type try liply -PAC-3905 17211d SL NE-Allinytun-WA U1351406 , 125191 SPar! Bleddng Supported 1 1 ob Reference tional Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:03:56 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-Df25UjNifgg2 NgbwgXss7V NYQV RnEGthhvB_fpz7KIX 1-7-7 1-7-7 2x4 11 5x8 = Scale=1:43,7 A B i r 3I 1 I 'k n If ( 11 I I 'N D C 7x8 4x6 11 1-7-7 177 Plate Offsets KY}_ 1B:Efte."11 �jC Edge 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL(Roof Snow=2 25. Plate Grip DOL 1.15 I TC 0,62 Vert(LL) n/a n/a 999 I MT20 1971144 TCDL 13.0 I Lumber DOL 1.15 BC 0.09 Vert(CT) n/a n/a 999 BCLL 10.0 Rep Stress Incr YES WB 0.93 Horz(CT) -0.00 C n/a n/a BCDL 10.0 Code IBC2015ITP12014 Matrix-P Weight:29 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF 210OF 1,8E"Except` WEBS 1 Row at midpt B-C,B-D B-D:2x4 SPF No.2 REACTIONS. (lb/size) D=64/1-7-7,C=64/1-7-7 Max Harz D=205(LC 35) Max Uplift D=-2920(LC 29),C=-2920(LC 32) Max Grav D=2930(LC 36).C=2930(LC 33) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-474/483,B-C=-3400/3400 BOT CHORD C-D=-447/451 WEBS B-D=-3427/3427 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web), 7)Gable studs spaced at 2-0-0 oc. ,� GARC/4 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide U�WAS N 'will fit between the bottom chord and any other members,with BCDL=10.0psf. N / 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) — D=2920,C=2920. 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-7-7 for 310.0 plf. 19186 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord, Is ONA,,.���'. June 14,2019 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M8-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MiTek@ connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N:Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 'Job Truss Type City iPly rPAC-3905 172nd St NE-Arlington-WA i,25191 Apse Blocking Supported 1 1 U1351409 Job Reference(optional) Alliance Truss(CA). Abbotsford,BC-V2S 7PS, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:03:58 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-919svPOyASxmc_llxyu KDwSgN 17U i F6_9Dd4j hz7KIV 1.4.11 , 1.4-11 2x4 11 5x7 = Scale=1:38.1 A B f i � 1 , D C 6x8 = 46 II 1.4-11 1�11� Plate Osets,XY B,de21(C:Edg -3-8j. —[ p e LOADING (psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lld PLATES GRIP Plate Grip DOL 1.15 TC 0.85 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=2 TCDL 13.3.0 Lumber DOL 1.15 BC 0.07 Vert(CT) n/a n/a 999 Rep Stress Incr YES WB 0.63 Horz(CT) -0.00 C n/a n/a _ BCLL 10.0 BCOL 10.0 Code IBC2015/TP12014 Matrix-P Weight:25lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 WEBS 1 Row at midpt B-C,B-D REACTIONS. (lb/size) D=53/1-4-11,C=53/1-4-11 Max Horz D=-176(LC 30) Max Uplift D=-2521(LC 29),C=-2521(LC 32) Max Grav D=2529(LC 36),C=2529(LC 33) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-395I403,B-C=-2946/2947 BOT CHORD C-D=-372/376 WEBS B-D=-2968/2968 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5,Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. GAR( 9)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide NNA If will fit between the bottom chord and any other members,with BCDL=10.Opsf. �,• 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s)except(jt=lb) D=2521,C=2521. H f 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-4-11 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 39586 �C k-'C11STlitZ��� tiv June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MI7EK REFERANCE PAGE MII.7473 rev.10/03/2895 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not • a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Welt:' building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing I V I iTe'c' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?PII Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 (Job j'ffvss s Type uty ?ly •PAC-3905 172nd St NE-Arlington-WA U1351410 125191 SP59 Blocking Supported 3 1 [ ,Job Reference o 1100I Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:03:59 2019 Page 1 I D:rCTmK6iuyDTt_yZuzrFbeDzl USd-dEjE6lPaxl3dE7KV VIQZ18700iTI Ri88NtMeF8z7KI U 1-10-7 1-10-7 2x4 I 5x6 = Scale=1:38.0 A B .•J i r 1 � D C 6x8 = 45 II 1-10-7 1•10-7 Plate Offsets(X,Y)— [B:0-2-12,0-1-12J,[C_Edge,O-3 8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d I PLATES GRIP TCLL 25.0 Plate Grip DOL 1,15 TC 0.79 Vert(LL) n/a n/a 999 I` MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.10 Vert(CT) n/a n/a 999 BCDDL 10,0 Rep Stress Incr YES WB 0.58 Horz(CT) -0.00 C n/a n/a BCDL 10.0 I Code IBC2015/TPI2014 I Matrix-P I Weight:26 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 WEBS 1 Row at midpt B-C,B-D REACTIONS. (lb/size) D=76/1-10-7,C=76/1-10-7 Max Horz D=-176(LC 8) Max Uplift D=-2367(LC 29),C=-2367(LC 32) Max Grav D=2379(LC 36),C=2379(LC 33) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-529/537,B-C=-2674/2674 BOT CHORD C-D=-506/509 WEBS B-D=-2722/2722 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.If;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSUTPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category If;Exp B;Partially Exp.;Ct=1.10 4)Provide adequate drainage to prevent water ponding, 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. S�Cyr GA/Z(,' 9)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide C WAS will fit between the bottom chord and any other members,with BCDL=10.Opsf. 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) D=2367,C=2367. _ 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-7 for 310.0 plf. 13)Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. �. 39586 S•S�G�r7�L�'�� June 14,2019 I A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall M a building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 10 f I•`�I` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1V� fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and SCSI Building Component ra Safety Informafion available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. B Industrial Road Bradford,ON,L3Z 3G7 Job Truss Type Qty Ply �-iPAC-3905 172nd St NE-Arlington-WA U1351411 125191 SPIN Blocking Supported 1 � 1 I I !Job Reference(OPtional)_ Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MITek Industries,Inc.Tue Jun 11 14:04:01 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-acr_XQRgTNJLTRUtc4S1 gZ4LXW 9DvclQrB rlKOz7KIS 15 1.4-4-5 2x4 11 5x7 = Scale=1:38.1 A B Ex r r v' m ,r D C 6x8 = 4x6 11 1.4-5 Nte 0(isetSA ,Y}- fB E00eq.2-9 ],.[P_gdge O 3.8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ltd PLATES GRIP TCLL 25.0 Plate Grip DOL 1.1 13. 5 TC 0.85 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=2 Lumber DOL 1.15 BC 0.07 Vert(CT) n/a n/a 999 BCDL 13.0 BCDL 10.0 Rep Stress Incr YES WB 0.64 Horz(CT) -0.00 C n/a n/a _BCDL 10.0 Code IBC2015/TPI2014 Matrix-P Weight:25 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 WEBS 1 Row at midpt B-C,B-D REACTIONS. (lb/size) D=51/1-4-5,C=51/1-4-5 Max Horz D=-176(LC 30) Max Uplift D=-2536(LC 29),C=-2536(LC 32) Max Grav D=2544(LC 36),C=2544(LC 33) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-B=-387/394,B-C=-2973/2973 BOT CHORD C-D=-363/367 WEBS B-D=-2993/2993 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Dpsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSIlTPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `�')o GA I?C.l 9)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide `WAS will fit between the bottom chord and any other members,with BCDL=10.Opsf. 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except Qt=lb) D=2536,C=2536. _ 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-4-5 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. �r 395�6 �ClSTU�� 1N�I June 14,2019 WARNING-Verify design paramerers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. i Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design- Bracing indicated is to prevent buckling of individual truss web andior chord members only.Additional temporary and permanent bracing T ek• is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the Mi I fabrication,storage,delivery,erection and bracing of trusses and VMS systems,see ANSI1TPl1 Quality Criteria,DSB-89 and BCSI Building Component 100 IndusMal Road Safety Information available from Truss Plate Institute,218 N.Lao Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 JOti Truss s Type City Ply PAC-3905 172nd St NE-Arlington-WA U1351412 125191 SP61 BlockltV Supported 1 1 I i __ Job Reference(optional for ) Alliance Truss (CA), Abbotsd,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:04:02 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-2pP NI mRTEgRC5b23AozGN mdXhwU Le?0a3rblsSz7KIR 1.53 2x4 11 6x8 = Scale=1:45.5 A B I I I 5x6 I n r. 1-5-3 1•S9 Plate Oftets�x,Y}-_16_EcIp.4 2.41r.c:E e,113-8J LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.83 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.08 Vert(CT) n/a n/a 999 TCDL 13.0 _ I Rep Stress Incr YES WB 0.87 I Horz(CT) -0.00 C n/a n/a BCDL 10.0 Code IBC2015ITP12014 Matrix-P I Weight:30 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF 2100F 1.8E*Except* WEBS 1 Row at midpt B-C B-D:2x4 SPF No.2 2 Rows at 1/3 pts B-D REACTIONS. (lb/size) D=55/1-5-3,C=55/1-5-3 Max Horz D=-215(LC 10) Max Uplift D=-3184(LC 29),C=-3184(LC 32) Max Grav D=3193(LC 36).C=3193(LC 33) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-427/435,B-C=-3788/3788 BOT CHORD C-D=-398/403 WEBS B-D=-3806/3806 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=S.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 2-0-0 oc. ,�[a GAR( 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �tAS 9)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. Cv Gr0 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. y` 7 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Ot=lb) D=3184,C=3184. 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-5-3 for 310.0 pill. 395$6 {V� 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. C/ R�<%)STL•RIZ'P �tp ``SS�GJ�InLG�t'` June 14,2019 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK RFFFRANCE PAGE MY-7473 rev.10/03/2015 BEFORE USE. ARMW Design valid for use only with MiTek®conneclom,This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Met is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Informalion available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job fuss R Type Ply / __�PAC-3905172nd St NE-Adington-WA`� U1351413 i :25191 SP62 Slocking Supported 1 1 I 1 i Job Reference(optional), _ Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industnes.Inc. Tue Jun 11 141.04*04 2019 Page 1 I D:rCTm K6iuyDTtyZuzrFbeDzl U Sd-_BX7ASTjml hwKvCSI D?kSBirBjA16u WtX94 PxLz7Kl P 1�•.1-15,i 1-1-15 2x4 11 6xe = Scale=1:45.6 A B I I I � 5x6 11 L 7x6 D C 1-1.15 1-1-18 _were o sets�x1Y Ia ecge o-2 oLlc t=d9e,a3-8 to_Edge,o-ml --- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) t/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.95 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.06 Vert(CT) n/a n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.95 Horz(CT) -0.00 C n/a n/a BCLL 10.0 Code IBC2015/TP12014 Matrix-P Weight:29 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF 210OF 1.8E"Except` WEBS 1 Row at midpt B-C B-D:2x4 SPF No.2 2 Rows at 1/3 pts B-D REACTIONS. (lb/size) D=42/1-1-15,C=42/1-1-15 Max Horz D=-215(LC 30) Max Uplift D=-3413(LC 29).C=-3413(LC 32) Max Grav D=3419(LC 36),C=3419(LC 33) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-B=-351/360,B-C=-4195/4196 BOT CHORD C-D=-323/327 WEBS B-D=-4205/4205 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 2-0-0 oc. �P GAI? 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. S vAS 9)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide <<�1r will fit between the bottom chord and any other members,with BCDL=10.Opsf. 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Ot=lb) D=3413,C=3413. 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-1-15 for 310.2 plf, 13) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. �0 /Irk,3958 ��. G/STI:�z �C ONAL��V June 14,2019 &WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing i1'e lc is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the labrkstion,Storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 quality Criteria,DSB-89 and SCSI Building Component ra Safety Information available from Truss Plate Institute,218 N.tba Street,Suite 312,Alexandria,VA 22314. B Industrial Road Bradford,ON,L3Z 3G7 job Truss s Type Qty 'Ply -PAC-3905 172nd St NE-Arlington-WA ' U1351414 25191 SP63 Blocking Supported 2 1 Job Reference(oo form) Alliance Truss (CA). Abbotsford,BC•V2S 7P6. 8.310 s May 22 2019 MlTek Industries,Inc. Tue Jun 11 14:04:05 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-S N4VNoU LXbpmy2nerwXz?PFBb7V7rZgOmppyTnz7KIO 0-10.7 6:10.71 3x7 1' 3x7 II Scale=1:45,7 rA B l T 0 i �'ry r, I t I 4x6 If �D �C� `C:�� I i 0-10-7' Plate Offsets(X.Y}_�A:O M0.0-1.8j�[B y0 4 U,01-Sj.�C;EdgeL00.3.8 LOADING (psr) I SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) -0:00 D >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.14 Vert(CT) -0.00 D >999 180 BCDLL 10.0 Rep Stress Incr YES I WB 0.00 Horz(CT) 0.00 C n/a n/a BCDL 10.0 Code IBC2015ITP12014 Matrix-R Weight:20 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF 210OF 1.8E WEBS 1 Row at midpt A-D,B-C REACTIONS. (lb/size) D=28/0-10-7,A=0/Mechanical,C=28/0-10-7,B=0/Mechanical Max Horz D=-113(LC 10).A=-76(LC 10).B=76(LC 11) Max Uplift D=-91(LC 8).C=-91(LC 9) Max Grav D=95(LC 11),C=95(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-D=-329/329,B-C=-329/329 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 lost(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 4)Provide adequate drainage to prevent water ponding. 5)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. GA RC, 9)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. (>� 10) Refer to girder(s)for truss to truss connections. ` � �1','AS� 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)D,C. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0,500in. 9586 <v� Ul' ��4{STL'kY� `2V �SS%NALGN`i June 14,2019 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 14I1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®conneclors.This design is based only upon parameters shown,and is For an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing F10191 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Informafion available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss Type ply ;Ply/ AC 3905172nd St NE-Arlington-WA U1351415 j25191 SP64 Blocking Supported 1, 1 Job Reference 'oral Alliance Truss (CA), Abbotsford,BC-V2S 71136. 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:04:06 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-waeta8VzlvxdZCMrPe2CXcoNBXsCa L9 TZW?Ez7KIN 1$-1 2x4 4x4 = Scale=1:9.1 A B i C 3x4 1.5x4 II 141.1 1-6-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/deft L/d PLATES GRIP TCLL 25.0 I Plate Grip DOL 1.15 TC 0.09 Vert(LL) n/a n/a 999 MT20 13. 197/144 (Roof Snow=2 Lumber DOL 1.15 BC 0.08 Vert(CT) n/a n/a 999 BCDL 13.0 Rep Stress Incr YES WB 0.16 Horz(CT) -0.00 C n/a n/a BCDL 10.0 BCDL 10.0 Code IBC2015(TPI2014 Matrix-P Weight:7lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 cc purlins:A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=70/1-8-1,C=70/1-8-1 Max Horz D=-24(LC 30) Max Uplift D=-286(LC 29),C=-286(LC 32) Max Grav D=305(LC 50),C=305(LC 49) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-B=-420/421,B-C=-311/312 BOT CHORD C-D=-417/418 WEBS B-D=-554/554 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 2-0-0 cc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. C�� 41r 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) �� C, D=286,C=286. ' l�' 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist — drag loads along bottom chord from 0-0-0 to 1-8-1 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate[his design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only.Additional temporary and permanent bracing MiTei(' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the labritelion.storage,delivery,er001iflfr and bracing of trusses and huts systems,see ANSI1TP11 Qualify Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Softly Information available(talri Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss s Type (fly—'iffy •PAC-3905 172nd St NE-Arlington-WA U1351416 25191 SP65 Blocking Supported I 1 I IJob Reference(optional) Alliance Truss (CA), Abbotsford.BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:04:07 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-OmCGoUVb3D3UBMxl zLZS4gKYfxCQJRRJD713Xgz7KIM 1-6-1 1-8.1 4x4 = A 2x4 11 B Scale=1:10.0 I� I� D C 3x4 = 1.5x4 II i 1-8-1 i 141-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.08 Vert(CT) n/a n/a 999 BCDLL 13.0 Rep Stress Incr YES ( WB 0.17 Horz(CT) -0.00 C n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-P I I Weight:7 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals, BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=70/1-8-1,C=70/1-8-1 Max Horz D=-29(LC 8) Max Uplift D=-342(LC 29).C=-342(LC 32) Max Grav D=358(LC 50),C=358(LC 49) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-13=423/424,B-C=-369/370 BOT CHORD C-D=419/420 WEBS B-D=-589/589 NOTES- 1)Wind:ASCE 7-10;VuIt=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �(�� G•1/t�.� will fit between the bottom chord and any other members,with BCDL=10.Opsf. Is Sir 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except Qt=lb) �� i• D=342,C=342, y �y 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-1 for 310.0 plf. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 395�36 �! IsI'li��` �:. June 14,2019 AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Mrs building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M�Te(< is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?PIi Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 iJob fuss Type oty Ply PAC•3%I5 172nd St NE-Arlington-WA U1351417 191 ism Blocking Supported 1 1 Job Reference(opUonell. Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:04:09 2019 Page 1 I D:rCTm K6iuyDTtyZuzrFbeDzl USd-L9KOD9XsbgJCRg5Q4mbw9 FQuxkug n Lacg RnAcYz7KIK 0-8-7 0.8.7 4x4 = 2x4 11 Scale=1:10.5 A B I i 7j —a I D C 5x6 = 118-T 0-8-7 Plate Offsets(X,Y)-- [D:0-1-4,0-0-01,[D:0-1-4,0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) n/a n/a 999 iMT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.03 Vert(CT) n/a n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.13 Horz(CT) 0.00 C n/a n/a BCLL 10.0 Code IBC2015/TPI2014 Matrix-P Weight:4 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=24/0-8-7,C=24/0-8-7 Max Horz D=31(LC 9) Max Uplift D=-386(LC 29).C=-386(LC 32) Max Grav D=390(LC 36),C=390(LC 33) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-D=-402/402 WEBS A-C=-449/449 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE-7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide SU N,! G`[?0,e will fit between the bottom chord and any other members,with BCDL=10.0psf. C WA 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) D=386,C=386. 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist — drag loads along bottom chord from 0-0-0 to 0-8-7 for 310.0 plf. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. /.:39ax6 Jay, !GIs V.. June 14,2019 ®WARNING-Verify design parameters,and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M1I.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not • a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate[his design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss s Type Oty Ply •PAC-3905 172nd St NE-Arlington-WA U1351418 25191 SP67 Blocking Supported 1 1 __ Ob Reference(Optional Aniance Truss (CA). Abbotsford,BC-V2S 7PG. &310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:04:10 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbe Dzl USd-pLuOQVYU M8R32ggceT69iSy3r8EU W oalv5Xj8?z7KIJ 1-2-4 1.2-4 4x4 = 2x4 i Scale=1:10.4 A B _I :J D C 1.5x4 11 5x6 = i 1-2-4 1-2-0 Plate Offsets,(X,YJ— _[C:Edge&2-12]_ LOADING (pBf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (CLL 25.0 I plate Grip DOL 1.15 I TC 0.11 Vert(LL) n/a n/a 999 MT20 197/144 Roof Snow=25.0) Lumber DOL 1.15 BC 0.06 Vert(CT) n/a n/a 999 TCDL 13.0 I Rep Stress Incr YES I WB 0.15 I Horz(CT) 0.00 C n/a n/a BCLL 10.0 Code IBC2015/TP12014 Matrix-P Weight:6 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD 2-0-0 oc purlins:A-B, except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x3 SPF No.2 REACTIONS. (lb/size) D=47/1-2-4,C=47/1-2-4 Max Horz D=31(LC 9) Max Uplift D=-372(LC 29).C=-372(LC 32) Max Grav D=379(LC 36),C=379(LC 33) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-D=-369/377,A-B=-285/285 BOT CHORD C-D=-311/313 WEBS A-C=-504/504 NOTES- 1)Wind:ASCE 7-10;VuIt=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 4)Provide adequate drainage to prevent water ponding. 5)Gable requires continuous bottom chord bearing. 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,�N� C1AI?C, 9)'This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide WAS/ will fit between the bottom chord and any other members,with BCDL=10.Opsf. 1: 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except 0t=11b) D=372,C=372. 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-2-4 for 310.0 plf. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. it , 9586 _ r�C/S June 14,2019 AWARNING-Verily design parameters and READ NOTES ON THIS AND/NCLUDEO M;TEK REFERANCE PAGE M11-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system,Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MT®k• is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPIi Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job TrimType Qty :Ply / PAC-3905 172nd St NE-Arlington-WA U1351419 ;25191 `VA1 'GABLE 3 i Job Reference(optional Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:04:15 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-9JhHTDbcAg4M9bYZR1 iKPWgma9noB1 DU3NEUgCz7KIE 23-6-0 26-3-0 23-6.0 2-9 0 M 2x4 5 4.12 F122x4 11 Scale=1:48.8 5x6 2x4 II L K J � Z H 'n F D E C B 4x4 I 12 Y 6 7x16 — X W V U T S R Q P O N 4x4 = 23-6-0 23-6-0 Plate Offsets(X.Y)_— V_k.k .9,Edg LIS. .2-0,0-M.LJ:0-3-0,0-2-121,[L:0-2-14,0-0-81,[Y_01-3,Edpe1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1. 13. 15 TC 0.75 Vert(LL) 0.01 L-M n/r 120 MT20 197/144 (Roof Snow=2 Lumber DOL 1.15 BC 0.69 Vert(CT) 0.00 L-M n/r 120 BCDL 13.0 Rep Stress Incr NO WB 0.25 Horz(CT) 0.11 N n/a n/a BCDL 10.0.BCDL 10.0 Code IBC2015/TP12014 Matrix-S Weight:137 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2'Except" TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc purlins, J-M:2x6 SPF No.2,A-J:2x4 SPF 210OF 1.8E except end verticals. BOT CHORD 2x4 SPF No.2*Except` BOT CHORD Rigid ceiling directly applied or 2-8-14 oc bracing. A-S:2x4 SPF 210OF 1,8E WEBS 1 Row at midpt L-N WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. All bearings 23-6-0. (lb)- Max Horz A=257(LC 37) Max Uplift All uplift 100 lb or less at joint(s)Q,R,T,U,V,W except N=7105(LC 40),A=-2053(LC 47),O=-193(LC 20),P=-103(LC 37),X=-270(LC 37) Max Grav All reactions 250 lb or less at joint(s)O,W except N=910(LC 21), A=2244(LC 42),P=397(LC 30),Q=290(LC 21),R=265(LC 1),T=272(LC 21), U=252(LC 1),V=330(LC 21),X=963(LC 28) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-7823/7426,B-C=-6092/5894,C-D=-5355/5199,D-F=4741/4593,F-G=-4063/3932, G-H=-3384/3269,H-1=-2705/2606,I-J=-2029/1945,J-K=-1378/1305,K-L=-663/642, L-N=-899/197 BOT CHORD A-X=-7244/7241,W-X=-5529/5532,V-W=4846/4850,U-V=-4288/4290,T-U=-3667/3669, R-T=-3047/3048,Q-R=-2427/2427,P-Q=-1808/1807,O-P=-1188,11187,N-O=-567/567 WEBS J-P=-335/135,D-V=-273/36,B-X=-734/339 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 C�VASl� 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Cl' Gable End Details as applicable,or consult qualified building designer as per ANSIlTPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 y s t 4)Unbalanced snow loads have been considered for this design. — 5)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 1.5x4 MT20 unless otherwise indicated. , 39$�� vC 7)Gable requires continuous bottom chord bearing. Ol rj, /STI^��� 8)Gable studs spaced at 2-0-0 oc. ,�. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. < 10)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=I O.Opsf. 11)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. June 14,2019 nnPA an ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability or design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MIA' always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?PIf Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institule,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss s Type Qty Ply -PAC-3905 172nd St NE-Arlington-WA 25191 VA1 GABLE 3 7 U1351419 L �M Reference(Optional) Alliance Truss (CA). Abbotsford,BC-V2S 7P6, B.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:04:16 2019 Page 2 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-dVFfhZcFx_CDml7m?kDZxjCxKZ71 wUTeH 1_1 Mez7Kl D NOTES- 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)Q,R.T,U,V,W except Qt=lb)N=105,A=2053,0=193, P=103,X=270. 13) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)A. 14)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 23-6-0 for 310.0 plf. 15) No notches allowed in overhang and 0 from left end and 20900 from right end or 12"along rake from scarf,whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c.maximum between the stacking chords. For edge-wise notching,provide at least one tie plate between each notch. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1,15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-Y=-76,L-Y=-114,L-Mj=-114,A-N=-20 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mire k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314, Bradford,ON,L3Z 3G7 (Job Truss Type City Ply PAC 3905172nd St NE,Arlington-WA U1351420 25191 VA2 GABLE 3 1 •Job Refik%gge o tonal) Allianoe Truss (CA), Abbotsford,SC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:04:29 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-I?XaP?mOtzrNgkcGFzyczTFAmobDSMhYHYd DJOz7K10 21-4-8 24-1-6 21.4.8 2-9-0 G 4.12 j 12 2x4 Scale=1:45.9 F 4x6 2x4 I'! E � M i D 1.5x4 it i C_ o�. 1,5x4 II B I A - � 3x4 L K J I H 1-5x4 II 3x4 -1.5x4 II 1.5x4 II 1.5x4 II 21-4-8 21.4-8 Plate Offsets(X,Y) P:0-3.0 Edye1,1FLq-g-Q -0 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.64 Vert(LL) 0.01 G n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.56 Vert(CT) -0.02 F-G n/r 120 TCDL 13.0 Rep Stress Incr YES I WB 0.25 Horz(CT) -0.00 H n/a n/a BCLL 10.0 ' Code ISC2015ITP12014 Matrix-S Weight:75 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2"Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, A-D:2x4 SPF 210OF 1.8E except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 OTHERS 2x3 SPF No.2 REACTIONS. All bearings 21-4-8. (lb)- Max Horz A=226(LC 10) Max Uplift All uplift 100 lb or less at joint(s)I,J except H=-105(LC 11),L=-124(LC 10) Max Grav All reactions 250 lb or less at joint(s)J except H=644(LC 21),A=340(LC 2),1=591(LC 3),L=859(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-257/124,F-H=-616/237 WEBS E-1=-338/107,B-L=-643/224 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1,33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2,00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide f�3 will fit fit between the bottom chord and any other members,with BCDL=10.0psf. 8)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. O 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)I,J except Qt=lb) H=105,L=124. U` i r CISTt S/0NA�lr June 14,2019 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE, s Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTe I<is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 qualfty Crherla,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job 'Truss s TypB Qty Ply -PAC-3905 172nd St NE-Arlington-WA U1351421 2b191 VA3 GABLE 3 1 Job Reference a _ Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:04:39 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-SwBMWQugX25y1 HNBr38yNafvHg37ovROa621fpz7Kks 19-4-8 92-1-8 19-4-8 Q 4.12 ,F1-2 2x4 l _----Scale=1:39.6 F 4x6 2x4 II E �- i D 1.5x4i- C 1 5x4 11 B A i i 3x4 K J L I H 1.5x4 11 1.5x4 11 I.5x4 11 1.5x4 11 19-4-8 19-4-8 Plate Offsets(X,Y)- (D:0-3.0JEOge],[F:0-2-14,0.0.8J -T - - LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.57 Vert(LL) 0.01 G n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.33 Vert(CT) -0.02 G n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.17 Horz(CT) -0.00 H n/a n/a BCLL 10.0 BCDL 10.0 * Code IBC2015/TP12014 Matrix-S Weight:68 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, A-D:2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 OTHERS 2x3 SPF No.2 REACTIONS. All bearings 19-4-8. (Ib)- Max Horz A=206(LC 10) Max Uplift All uplift 100 lb or less at joint(s)I,J,K except H=-104(LC 11) Max Grav All reactions 250 lb or less atjoint(s)except H=637(LC 21),A=261(LC 2),1=545(LC 3),J=329(LC 2), K=652(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD F-H=-608/237 WEBS E-1=-295/101,B-K=-487/171 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �(�ly 'ARC f 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide {\'A S// will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. ��� 4 r' 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s)1,J.K except Qt=lb)H=104. ,r 9586 �7, ,�LIST: ONAI_C�i� June 14,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111-7472 rev.10/03/2015 BEFORE USE. ' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPI1 quality Criteria,DSB-09 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss Type ow Ply f hAC-M5172nd Sl NE-Arlington-WA U1351422 25191 GABLE 3 1 � I ��Job Reference_{optwnol) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MITek Industries,Inc. Tue Jun 11 14:04A8 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzl USd-ifBm PV?J PpEgcfZvtSo3ETXTrSAXP_SLe?kkToz7Kkj 17-4-8 20-1-8 17-4.8 2-9-0 G 4.12 i,12 -'-S`Fale=1:36.1 2x4 F ' 4x6 s 2x4 11 D n 1.5x4 II - o / C A L, y. 3x4 K J I H 1.5x4 II 1.5x4 II 1,5x4 II 1.5x4 II 17-4-8 17-4-8 Plate Offsets(X,Y)-- [D:0-3-0,Edge],[F:0-2-14,0-0-41 LOADING (psf) SPACING- 2-0-0 (Roo CSI. DEFL. in (loc) I/dell L/d PLATES GRIP 25.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) 0.01 G n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.18 Vert(CT) -0.02 G n/r 120 TCLL 1 Rep Stress Incr YES W 0.12 Horz(CT) -0.00 H n/a n/a BCDL 100.0.0 ' B BCDL 10.0 Code IBC2015/TP12014 Matrix-S Weight:61 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2"Except" TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, A-D:2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 2x4 SPF No.2 OTHERS 2x3 SPF No.2 REACTIONS. All bearings 17-4-8. (Ib)- Max Horz A=186(LC 10) Max Uplift All uplift 100 Ito or less atjoint(s)I,J,K except H=-104(LC 11) Max Grav All reactions 250 lb or less at joint(s)A except H=630(LC 21),1=453(LC 3),J=359(LC 1),K=486(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown,. TOP CHORD F-H=-600/238 WEBS E-1=-276/95,C-J=-290/112,B-K=-362/128 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Q.� GAI?l will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7A4F 8)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,J,K except �� G Qt=lb)H=104. ► 9 k� 39586,Q �r �'S/UISI n L June 14,2019 ®WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system-Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mel( is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss s Type Qly !Ply -PAC-3905 172nd St NE-Arlington-WA I U1351423 25191 VA5 GABLE I3 1 Job Reference(01 tb:tat) Alliance Truss (CA), Abbotsford.BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:04:54 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-WpY1fY44_f pKal3DjvTUknUKtD6piaE1xB2hSz7Kkd 15-" l 18=1-6 1 15-4-8 2-9-0 G_ 4-12 i"'SIMIS=1:32.7 3x4 F 2x4 4x6 L D E aV 1.5x4 I - /- b C 1.5x4 II A !f 3x4 K J I M H 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 11 154.8 15-4-8 Plate OffselsSX,Y)-1p:0-3-t).Edge] LOADING (pso SPACING- 2-0-0 CSL DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) 0.01 G n/r 120 MT20 197/144 (Roof Snow=2 13. BCDL 13.0 Lumber DOL 1.15 BC 0.17 Vert(CT) -0.02 G n/r 120 Rep Stress Incr YES WB 0.08 Horz(CT) -0.00 H n/a n/a BCDL 10.0 *BCDL 10.0 Code IBC2015/TPI2014 Matrix-S Weight:54 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, A-D:2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 OTHERS 2x3 SPF No.2 REACTIONS. All bearings 15-4-8. (Ib)- Max Horz A=166(LC 10) Max Uplift All uplift 100 lb or less at joint(s)I,J,K except H=-104(LC 11) Max Grav All reactions 250 lb or less at joint(s)A except H=617(LC 21),1=396(LC 3),J=396(LC 3),K=359(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD F-H=-587/241 WEBS C-J=-316/126,B-K=-271/102 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �Pi`1 GAI((.- will fit between the bottom chord and any other members,with BCDL=10.0psf. 1 \\'AS/ 8)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,J,K except y� CT Qt=lb)H=104. Q''AL V" June 14,2019 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1011-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek@ connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system-Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bra Industrial Road Bradford,ON,1_3Z 3G7 Job Truss Type Qty Ply % PAC_V05 172nd St NE-Arlington-WA U1351424 E2S191 VA6 GABLE 3 1 t_ Job Referenoe toptional)_ Alliance Truss (CA), Abbotsford,BC-V2S 7P6. 8.310 s May 22 2019 MiTek Industries,Inc, Tue Jun 11 14:04:55 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-_?6 Ptu4ilz6gykcFnQQiOyKf4 HZjY9_N FbwbDuz7Kkc 13.4.E 16-1.8 13-4-8 2 9A F_. 4.12 112 -' $Cal@=1:29.3 3x4 11 E / / 4x6 %2x4 11 D/ C ` �� ry 1.5x4 i i _I A / f 3x4 I H G 1.5x4 11 1.5x4 II 1.5x4 II 13.4-6 i 13-" Plate Offsets_(X.Y)- (G:0-3 O.Edge]. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP (Roof Snow=2 TCLL 2 13.0) Plate Grip DOL 1.15 TC 0.46 Vert(LL) 0.01 F n/r 120 MT20 197/144 Lumber DOL 1.15 BC 0.14 Vert(CT) -0.02 F n/r 120 TCDL 3.0 Rep Stress Incr YES 1 WB 0.07 Horz(CT) -0.00 G n/a n/a _ BCLL 10.0 BCDL 10:0 Code IBC2015/TP12014 Matrix-S Weight:46 lb FT=20 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2"Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, A-C:2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 OTHERS 2x3 SPF No.2 REACTIONS. All bearings 13-4-8. (lb)- Max Horz A=146(LC 10) Max Uplift All uplift 100 lb or less at joints)H,I except G=-104(LC 11) Max Grav All reactions 250 lb or less at joint(s)A except G=607(LC 21),H=324(LC 2),1=488(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD E-G=-575/244 WEBS B-1=-371/150 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide [a?` GAR�.` will fit between the bottom chord and any other members,with BCDL=10.Opsf. VA SF 8)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. OV /�iV 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)H,I except Qt=lb) �V G=104. �n r u; �+ 39586 S�UNrAL,; June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not • a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall j building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing OMiTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPl1 quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 IJob Must I ype uty Illy PAC-390b 1/2nd St NE-Arlington-WA U1351425 125199 NA7 GABLE 3 1 I [Job Reference�ipliorlal) Atflorm Trust(CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:04:56 2019 Page 1 IDxCTmK6*DTtyZuzrFbeOzlUSd-TBgn4E5KWGEXZuBM8xx7 sgghuMHc1WUFg91Kz7Kkb 11-4-8 14-1-8 11.4-8 2-9-0 3x4 4,12 112 G 2x4 11 m B V � I 3x4 F E 1.5x4 11 1.5x4 I' I _Plate,Offsets(X,v3 Jc;0-2-0.0.1 as LOADING (psf) ` SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 I Plate Grip DOL 1.15 TC 0.46 Vert(LL) 0.01 D n/r 120 MT20 197/144 (Roof Snow=25.0) TCDL 13.0 Lumber DOL 1.15 BC 0.25 Vert(CT) -0.02 D n/r 120 TCLL 10.0 Rep Stress Incr YES WB 0.08 Horz(CT) -0.00 E n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-S Weight:43 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x3 SPF No.2 REACTIONS. (lb/size) A=246/11-4-8,E=401/11-4-8,F=543/11-4-8 Max Horz A=126(LC 10) Max Uplift E=-104(LC 11),F=-70(LC 10) Max Grav A=252(LC 3),E=554(LC 20),F=574(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown, TOP CHORD C-E=-536/233 WEBS B-F=-407/171 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat,II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. ♦VAS/ 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)F except Qt=lb) `'10, >>� E=104. a� t 39586 Ss�UN A1- June 14,2019 &WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE, R Design valid for use only with MiTek®connectors,This design is based only upon parameters shown,and is for an individual building component,not a truss system,Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiT®k. j is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job ntss Type Ply i PAC-3§05 172nd St NE-Arlington-WA U1351426 ,25191 ;GABLE 3 1 Lob Reference oplionat) Alliance Truss (CA), Abbotsford,BC- S 7P8, 6.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:04:56 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-TBgn4E5K W GEXZu BSLBxxZ9sgghu P HdT W U Fg91Kz7Kkb 94-8 12.1.8 9-4-8 2-9-0 D Scale:112"=1' i i 3x4 4.12 1,12 - C G / r 2x4 11 B N � M AEli ` /l t/ F E 3x4 1.5x4 II 1,5x4 k Plate Offsets(X,Y}-[C:0-2-0,0-1-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) 0.01 D n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.24 Vert(CT) -0,02 D n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.05 Horz(CT) -0.00 E n/a We _ BCLL 10.0 Code IBC2015/TP12014 Matrix-S Weight:33 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x3 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x3 SPF No.2 REACTIONS. (lb/size) A=174/9-4-8,E=447/9-4-8,F=388/9-4-8 Max Harz A=107(LC 10) Max Uplift E=-106(LC 11),F=48(LC 10) Max Grav A=179(LC 3),E=581(LC 20),F=415(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD C-E=-551/251 WEBS B-F=-290/133 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads, 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. (�N G 1RC- 8)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. A Sf 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)F except Qt=lb) E=106. ^C 319580 t,= June 14,2019 WARNING-Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek@ connectors,This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTe I< `is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Streel,Suite 312,Alexandria,VA 22314. Bradford,ON, oa 3G7 ,Job Truss s Type ioty Ply -PAC-3905 172nd St NE-Arlington-WA 25191 VA9 Valley 13 1 U1351427 Job Reference(opUooal) Alliance Truss (CA), Abbotsford,BC-V2S 7P6. 8.310 s May 22 2019 MiTek Industries,Inc, Tue Jun 11 14 04:67 2019 Page 1 I D:rCTmK6iuyDTt_yZuzrFbeDzl U Sd-xOD9Ha6yHa MOB21eurSA6N P?Z54tO4XgjvPf Imz7Kka 7-4-8 10-11-8 7-4-8 2-9-0 Scale=1:203 C / 4.12 72 2x4 ll B -� D 3x4 % 1.6x4 11 I LOADING (psf) f SPACING- 2-0-0 CSI. DEFL. in (loc) NO L/d PLATES GRIP TCLL 25.0I Plate Grip DOL 1.15 TC 0.46 Vert(LL) 0.01 C n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.87 Vert(CT) 0.00 C n/r 120 TCDL 13.0 I Rep Stress Incr YES WB 0.00 I Horz(CT) 0.00 n/a n/a BCLL 10.0 BCDL 10.0 I Code IBC20151TPI2014 Matrix-P Weight:26 lb FT=20% LUMBER- BRACING. TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x3 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or B-1-8 oc bracing. REACTIONS. (lb/size) A=247/7-4-8,D=570/7-4-8 Max Horz A=87(LC 10) Max Uplift A=-1(LC 10),D=-114(LC 10) Max Grav A=264(LC 2),D=642(LC 21) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-D=-579/290 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. B)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)A except Qt=lb) D=114. S�p.N GAR(yR 9_ �J 39586 4V � S f 0/1. Ssr�()ArAI FrG June 14,2019 A&WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M17EK REFERANCE PAGE 11411-7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verily the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?Pl1 Quality Criteria•OSB-89 and BCSI.1,1"Wng Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 ' alti 'T1use Type City 'Ply AC-3905172ndStNEAngto�-WA IIr ) _ U1351426 25191 (VA10 valley 3 11 'Job Reference(opUonal)- Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22?019 MITek Industries,Inc. Tue Jun 11 14:04:17 2019 Page 1 I D:rCTm K6iuyDTt_yZuzrFbeDzl U Sd-6hp2uvdtiH K30uiyYRkoUxIA2zYEe_en Wgjbu5z7KIC 5-4-8 8.1-8 5-4-8 2-9-0 Scale=1:16.7 C 4.12 112 2x4 11 B / N �- D 3x4 1.5x4 II I (psf ) 25.0f) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.50 Vert(LL) 0.01 C n/r 120 MT20 197/144 TCDL 1TO Lumber DOL 1.15 BC 0.37 Vert(CT) -0.01 C n/r 120 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-P Weight:20 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-8 oc purlins, BOT CHORD 2x3 SPF No.2 except end verticals: WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) A=127/5-4-8,D=498/5-4-8 Max Horz A=67(LC 10) Max Uplift A=-28(LC 20),D=-106(LC 10) Max Grav A=147(LC 27),D=587(LC 20) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-D=-545/275 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1,33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)A except Qt=lb) NVASi, i P .9S$6 ONAL��U June 14,2019 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1-7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTekO connectors.This design is based only upon parameters shown,and is for an individual building component,not ,• a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mire k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 quality Criteria,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute,21e N.Lee Street,Suite 312,Alexandria,VA 22314. 100 Industrial Road Bradford,ON,L3Z 3G7 IJob Imes s I ype (Ayr Mly -PAC-391.)b 1/2nd 5t NE-Arlington-WA 125191 9VA11 'Valley 3 1 U1351429 � I Job Reference toationep Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:04:18 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl U Sd-auNQ6EeVTbS W02H869F 118HMeMysN RuwlKT8QXz7Kl B 3-4-8 &1_8 3-4-8 2-9-0 Scale=1:13.4 C 4.12 12 f 2x4 II +1 E �+ m A t D 3K4 1.5x4 II I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 I Plate Grip DOL 1.15 TC 0.44 I Vert(LL) 0.01 C n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.09 Vert(CT) -0.02 C n/r 120 TCDL 13.0 BCLL 10.0 I Rep Stress Incr YES i WB 0.00 I Horz(CT) 0.00 n/a n/a BCDL 10.0 Code IBC2015f7P12014 Matrix-P Weight:14 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-8 oc purlins, BOT CHORD 2x3 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) A=-37/34-8,D=470/3-4-8 Max Horz A=52(LC 11) Max Uplift A=-187(LC 20),D=-134(LC 11) Max Grav A=55(LC 18),D=654(LC 20) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-D=-631/279 NOTES- 1)Wind:ASCE 7-10;VuIt=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except Qt=lb) A=187,D=134. \�[�1� GAlt(�! WAS!/ �°k�. W95 s�gR� 1 r sS�(��r/11✓��v June 14,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERIINCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing R A�7•eL• is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS117P11 quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss Type Qty Ply -PAC-3805 172nd St NE-Arlington-WA U1351430 25191 VA12 GABLE 1 1 Job Reference(optional) "Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:04:20 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-W GUAW wfl?Cie FMQXEa I V6ZNbNAT5rGJ DCeyFVQz7K19 27-6-1 27-&1 3x4 Scale=1:55.2 5x10 MT18HS AD 4;12 12 Fy�{y- i 7x16 �-� •� AB AA Z Y X W V U T S R Q P 4x10 MT18HS = 3x4 11 27-6-1 Plate Offsets(X,Ylo (A:0-0.5,Edge],JFt0-1-12,Edgek',J:0.2-15,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL(Roof Snow=2 25. Plate Grip DOL 1.15 TC 0.88 Vert(ILL) n/a n/a 999 MT20 1971144 TCDL 13.0 Lumber DOL 1.15 BC 0.81 Vert(CT) n/a n/a 999 MT18HS 197/144 BCLL 10.0 * Rep Stress Incr NO WB 0.32 Horz(CT) -0.16 P n/a n/a - BCDL 10.0 Code IBC2015/TP12014 Matrix-S Weight:168 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-3-8 oc purlins, A-J:2x4 SPF 210OF 1.8E except end verticals. BOT CHORD 2x4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 2-4-15 oc bracing. A-V:2x4 SPF 210OF 1.8E WEBS 1 Row at midpt O-P,N-Q WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 WEDGE Left:2x4 SP No.3 REACTIONS. All bearings 27-6-1. (lb)- Max Horz A=291(LC 38) Max Uplift All uplift 100 Ib or less at joint(s)P,Q,R,S,T,U,W,X,Y,Z,AA except A=-2431(LC 36),AB=-337(LC 36) Max Grav All reactions 250 lb or less at joint(s)P,AA except A=2631(LC 43), Q=373(LC 29),R=342(LC 20),S=349(LC 20),T=317(LC 20),U=269(LC 1),W=266(LC 20),X=270(LC 1),Y=252(LC 20).Z=330(LC 1),AB=1012(LC 29) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-9190/8798,B-C=-7476/7284,C-D=-6740/6588,D-E=-6126/5982,E-G=-5448/5322, G-H=-4769/4659,H-1=-4091/3997,I-K=-3412/3333,K-L=-2733/2671,L-M=-2058/2007, M-N=-1396/1347,N-0=-721/673 BOT CHORD A-AB=-8551/8552,AA-AB=-6856/6849,Z-AA=-6174/6167,Y-Z=-5617/5607,X-Y=-4998/4986, W-X=-4378/4365,U-W=-3759/3744,T-U=-3139/3123,S-T=-2520/2502,R-S=-1900/1881. Q-R=-1280/1261,P-Q=-660/638 WEBS N-Q=-323/91,M-R=-303/42,L-S=-309/30,K-T=-277/29,D-Z=-273/36,B-AB=-783/400 U NOTES- , /1R(`�'Y OVA 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right �� C. exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. i9S86 Q� 5)All plates are MT20 plates unless otherwise indicated. O ,t 6)All plates are 1.5x4 MT20 unless otherwise indicated, l� is f1:R 7)Gable requires continuous bottom chord bearing. rS/p�rALjtr� 8)Gable studs spaced at 2-0-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide June 14,2019 e bottom chord and any other members.with BCDL=10.0pSU ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekOe connectors.This design is based only upon parameters shown,and is for an individual building component,not • a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling or individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI1TPl1 Qualify Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314 Bradford,ON,L3Z 3G7 !Job Truss s Type arty Ply -PAC-3905 172nd St NE-Arlington-WA U1351430 �25191 W 2 (GABLE 1 1 II Job Reference(00onep Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:04:21 2019 Page 2 I D:rCTmK6iuyDTtyZuzrFbeDzl U Sd-_S2YkGgNm WgVtW?jnH pkenvm7aoKajZN RI ho 1 sZ7KIS NOTES- 11)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)P,Q,R,S,T.U,W,X,Y.Z.AA except(jt=lb)A=2431, AB=337. 13)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 27-6-1 for 310.0 plf. 14) No notches allowed in overhang and 0 from left end and 0 from right end or 12"along rake from scarf,whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching,provide at least one tie plate between each notch. 15) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-AC=-76,O-AC=-114(F=-25),A-P=-20 ►WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev,10103/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not • a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Wkis always required for stability and to prevent collapse with possible personal injury and property damage_ For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI1TPI1 quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 ;Job 'Trues Type My ;Ply AC-3905 172nd St NE-Arlington-WA U1351431 25191 VA13 !GABLE i 1 Job Reference Cop tioneh Alliance Truss (CA), Abbotsford,SC-V2S M. 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:04:22 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-Sfcwxch?XgyM UgavL?KZB_S3k_H2J6EW gyRMZlz7Kl7 20 9-0 q*0 26-9-0 4.12 12 4x8 5 Scale=1:55.6 J JL-J i H F RG 3x4 E / D i m B �. 3x4 O P O N M L K 3x4 = 26-9.0 26-" Plate Offsets(X,Y)-_jA:O.2.0,0.0.1a J:0-2.0,0.0.41.Q_0-3.0,0 2-0]_ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) (/deft Lld f PLATES GRIP TCLL 25.0 13. Plate Grip DOL 1.15 TC 0.31 Vert(LL) 0.00 I n/r 120 MT20 197/144 (Roof Snow=2 Lumber DOL 1.15 BC 0.21 Vert(CT) 0.00 J n/r 120 TCDL 3.0 Rep Stress Incr YES WB 0.62 Horz(CT) 0.00 K n/a n/a _ BCLL 10.0 I Code IBC2015/TP12014 Matrix-S Weight:119 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x3 SPF No.2 WEBS 1 Row at midpt I-K REACTIONS. All bearings 26-9-0. (lb)- Max Horz A=265(LC 10) Max Uplift All uplift 100 Ib or less at joint(s)K,L,M,O,P.Q Max Grav All reactions 250 Ib or less at joint(s)A except K=342(LC 3),L=668(LC 3),M=541(LC 3),0=466(LC 2). P=346(LC 3),Q=518(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-288/109,I-K=-294/98 WEBS H-L=-482/117,F-M=-339/108,E-0=-311/113,C-P=-278/101,B-Q=-384/136 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design, 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)All plates are 1.5x4 MT20 unless otherwise indicated. 6)Gable requires continuous bottom chord bearing. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ')Nti GA RC. 8)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide A S! '1 will fit between the bottom chord and any other members,with BCDL=10.Opsf. 0 4.1 9)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)K,L,M,O,P,Q. ^` 11) No notches allowed in overhang and 0 from left end and 900 from right end or 12"along rake from scarf,whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c.maximum between the stacking chords. For edge-wise notching,provide at least one tie plate between each notch. CC �o 39586 .` �. June 14,2019 ®WARNING-verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1,111-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors,This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design, Bracing indicated is to prevent buckling or individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 L TRgB U1351432 s Type oty. Ply -PAC-3905 172nd St NE-Arlington-WA ' :91 VA14 `IfLE 1 I 1 I Jotr:Refemnce(oDuonall Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:04:232019 Pegg i I D:rCTmK6iuyDTtyZuzrFbeDzl USd-wrAJ9yiel74D6p96virCjC?5rNZm2angucAv6lz7 KI6 24-94 25-660 24.9.0 64W H 4A2 '12 -Scale=1:45.9 3x4 E O D C ice/ i l i 3x4 N M L K J 3x4 24-9.0 _ 740 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in NO I/dell Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 j TC 0.86 Vert(LL) 0.00 G n/r 120 MT20 1971144 (Roof Snow=2 BCDL 13.3.0 Lumber DOL 1.15 BC 0.49 Vert(CT) 0.00 H n/r 120 BCLL Rep Stress Incr YES WB 0.53 HOrc(CT) 0.00 1 n/a n/a BCDL 10.0 I C d Matrix-S e IBC2015FrPI2014 Mat 1 I Weight:82 lb FT=20% I.IIMRF.R- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x3 SPF No.2 WEBS 1 Row at midpt G-1 REACTIONS. All bearings 24-9-0. (Ib)- Max Horz A=245(LC 10) Max Uplift All uplift 100 lb or less at joint(s)I,J,K,M except N=-114(LC 10) Max Grav All reactions 250 lb or less atjoint(s)except 1=341(LC 3),A=318(LC 3).J=648(LC 3),K=587(LC 3), M=280(LC 2),N=790(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-262/121,G-1=-292/93 WEBS F-J=-465/113,D-K=-368/120,B-N=-589/206 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)All plates are 1.5x4 MT20 unless otherwise indicated. 6)Gable requires continuous bottom chord bearing. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide [� GAlt(�� will fit between the bottom chord and any other members,with BCDL=10.Opsf. \VAS/ 9)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. O 1 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)I,J,K,M except Qt=lb)N=114. w a ' 39586 /�SS G/S'I-Al.A I- June 14,201 N A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system,Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andfor chord members only.Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricalion,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPl1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 IJobfUE6 Type Qly ;Ply PAC-8905 172nd St NE-Arlington-WA U1351433 i25191 A7S )GABLE ( Job Reference(optional) Affiance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:04:24 2019 Page 1 I D:rCTmK6iuyDTt_yZuzrFbe Dzl U Sd-Ol khM I i G3RC4kzklTQM RGPXMq nybn3kp7GwSeBz7K15 22-9-0 23V 22-9-0 0.9-0� H 4.12 j 22 Seale=1:42.3 F 3x4 / i i C N _/ m I_! B A i 3x4 N M O L K J I 3x4 = 22-9-0 22-9-0 _ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 25.0 13. Plate Grip DOL 1.15 TC 0.46 Vert(LL) -0.00 G n/r 120 MT20 197/144 (Roof Snow=2 Lumber DOL 1.15 BC 0.26 Vert(CT) 0.00 H n/r 120 TCLL 3.0 Rep Stress Incr YES WB 0,43 Horz(CT) 0.00 1 n/a n/a BCDL 10.0 BCDL 10.0 Code IBC2015/TPI2014 Matrix-S Weight:74 lb FT=20% _ LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x3 SPF No.2 REACTIONS. All bearings 22-9-0. (Ib)- Max Horz A=225(LC 10) Max Uplift All uplift 100 Ib or less at joint(s)I,J.K,M,N Max Grav All reactions 250 lb or less at joint(s)A except 1=336(LC 3).J=647(LC 3),K=548(LC 3),M=348(LC 2). N=595(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD G-1=-286/93 WEBS F-J=-458/115,D-K=-341/114,C-M=-255/94,B-N=-446/157 NOTES- 1)Wind:ASCE 7-10:Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)All plates are 1.5x4 MT20 unless otherwise indicated. 6)Gable requires continuous bottom chord bearing. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)"This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Nj,'� GAltCy will fit between the bottom chord and any other members,with BCDL=10.0psf. 9)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. O� AS/ 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)I,J,K,M,N. 411 r 39- CI, r June 14,2019 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114II-7473 rev.1010312015 BEFORE USE. II Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPl1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job f1I1Ri s Type City :Fly -PAC-3905 172nd 3t NE-Arlington-WA U1351434 �25191 A16 GABLE I1 1 I •Job Reference(optbnal), Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MITek Industries,Inc. Tue Jun 11 14:04:25 2019 Page 1 I D:rCTm K6iuyDTtyZuzrFbe Dzl USd-tE I3aejuglKxL7JU07tgpd4RKBFE WXAyMwfOAdz7K14 20.9.0 21-6.0, 1 20-9-0 0.9.0' G, 4.12 12 �'SCele=1:38.7 i f 3x4 ' 1 E D Mi C yam' l l w 3x4 L. K J i H 3x4 - 20-9-0 > - 20-9-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 26.0 I Plate Grip DOL 1.15 I TIC0.86 Vert(LL) 0.00 F n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.1 r 5 BC 0.49 Vert(CT) 0.00 G n/r 120 BCDL 13.0 Rep Stress Incr YES WB 0.35 Horz(CT) 0.00 H n/a n/a BCDL 10,0 h Code IBC2015/TP12014 Matrix-S Weight:65 lb FT=20%u LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x3 SPF No.2 REACTIONS. All bearings 20-9-0. (Ib)- Max Horz A=205(LC 10) Max Uplift All uplift 100 lb or less at joint(s)H,I,J except L=-114(LC 10) Max Grav All reactions 250 lb or less at joint(s)except H=323(LC 3),A=318(LC 3),1=693(LC 3),J=279(LC 3), L=791(LC 2) FORCES. (lb)-Max.Comp./Max,Ten.-All forces 250(lb)or less except when shown. TOP CHORD F-H=-276/91 WEBS E-1=-475/126,B-L=-588/206 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)All plates are 1.5x4 MT20 unless otherwise indicated. 6)Gable requires continuous bottom chord bearing. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 1��ti GAIq will fit between the bottom chord and any other members,with BCDL=IO.Opsf. WA 9)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)H,1,J except ^ T✓ Qt=lb)L=114. 39586 . w June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil.7473 rev.1010312015 BEFORE USE, e= Design valid for use only with MiTek@ connectors.This design is based only upon parameters shown,and is for an individual building component,not ■■ C a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing p is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss syslems,see ANS11FP11 Qualify Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 IIJob I ru95 Type 01y TPIy __)OAC-3805 172nd St NE-Arlington-WA f26191 VA77 'GABLE 1 1 U1351435 (( Job Reference 10 al Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 a May 22 2019 MiTek Industries,Inc. Tug Jun 11 14:04:26 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzl USd-LOs RnzkW a2SozHuhaq PvLgd i Kbe3 FO_6baPZi3z7K13 18.9-0 1� 18-9-0 D 4.12 12 K � I C / I B � A ' .Y' �♦r 3x4 J I L H G 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) 0.00 E n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.26 Vert(CT) 0.00 F n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.25 Horz(CT) 0.00 G file n/a BCLL 10.0 BCOL 10.0 Code IBC2015/TPI2014 Matrix-S Weight:58 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x3 SPF No.2 REACTIONS. All bearings 18-9-0. (lb)- Max Horz A=185(LC 10) Max Uplift All uplift 100 lb or less at joint(s)G,H,I,J Max Grav All reactions 250 lb or less atjoint(s)A except G=326(LC 3).H=647(LC 3),1=341(LC 3),J=596(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD E-G=-276/92 WEBS D-H=-439/120,C-1=-254/93,B-J=-446/157 NOTES- 1)Wind:ASCE 7-10;Vult=11 Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)All plates are 1.5x4 MT20 unless otherwise indicated. 6)Gable requires continuous bottom chord bearing. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. �Nti GA/?C. 9)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. g ��;t\; R 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s)G,H,I,J. ��� /7�r .�. Z 39 86 SS/O. AIL' June 14,2019 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev,10103,'2015 BEFORE USE, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTel<is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSb TPIl qualify Criteria,DSO-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,UZ 3G7 Job Truss s Type (Ay ply -PAC-39Ub 1 f2nd St NE-Arlington-WA U1351436 25191 VA18 GABLE 1 1 _ _ J06Reference O,QliOnal) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:04:27 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbe Dzl USd-pcPp?Jl8LMafbRTt8Yw8u29xN??e_U PFp E87F Wz7 KI2 16-9-0 E 1:30.1 4.12 D K N B AIPl i _ J 1 3x4 J I H G I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) 0.00 E n/r 120 MT20 1971144 (Roof Snow=25.0) I Lumber DOL 1.15 BC 0.18 Vert(CT) 0.00 F n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.17 Horz(CT) 0.00 G n/a n/a BCDL 10:0 Code IBC2015/TPI2014 Matrix-S Weight:51 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x3 SPF No.2 REACTIONS. All bearings 16-9-0. (Ib)- Max Horz A=165(LC 10) Max Uplift All uplift 100 lb or less at joint(s)G,H.I,J Max Grav All reactions 250 lb or less at joint(s)A except G=332(LC 3),H=554(LC 3),1=369(LC 1),J=442(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD E-G=-273/94 WEBS D-H=409/117,C-1=-295/110,B-J=-331/119 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)All plates are 1.5x4 MT20 unless otherwise indicated. 6)Gable requires continuous bottom chord bearing. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. (�AlZ(.�� 9)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. WA. 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)G,H,I,J. :+ J 39586 June 14,2019 7 Q WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE MIP7473 rev.10/03/2015 BEFORE USE. __Q Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/FPl1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss Type QlyiPly �PAC•3905 172nd St NE-Arlington-WA U1351437 25191 VA19 GABLE 1 1 _ _ .Job ftelerence1optio>na1L. Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22V2019 MiTek Industries.Inc. Tue Jun 11 14:04:29 2019 Pagel I D:rCTmK6i uyDTtyZuzrFbeDzl USd-I?XaP?mOtzrNgkcG FzyczTFDbofiSO_YHYdDJOz7K10 F- 14-9-0 15-6-0 14.9-0 0.9A _ Scale=1:28.7 0 -.2x4 - 4.12 12 1.5x4 LI i i y�y 1.5x4 it / = oY f� / 7 6 B io _ I �A 1'� Ll r 3x4 H G J F 1.5x4 II 1.5x4 II 1.5x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) -0.00 D n/r 120 MT20 1971144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.27 Vert(CT) 0.00 E n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 F n/a n/a BCDL 10:0.0 BCLL 1 * Code IBC2015/TP12014 Matrix-S Weight:44 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x3 SPF No.2 REACTIONS. All bearings 14-9-0. (lb)- Max Horz A=145(LC 10) Max Uplift All uplift 100 lb or less at joint(s)F,G,H Max Grav All reactions 250 lb or less at joint(s)A except F=339(LC 3),G=426(LC 3),H=588(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD D-F=-277/99 WEBS C-G=-336/105,B-H=-443/167 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 1J�r GARC� 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)F,G.H. WA.S Z �p ki 39586 ., SS�UNAL ' C. June 14,2019 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev,10/03/2015 BEFORE USE, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only.Additional temporary and permanent bracing ��1'• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1RL fabrication,storage,dahvel erection and bracing of trusses and hums systems,see ANSVMI Quality Criferia,DSB-89 and BCSI Building Component 100 Industrial Road Sd&W Information ava n le from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss sType Qty Ply -PAC-3905 172nd St NE-Arlington-WA U1351438 25191 A20 'GABLE 1 1 _ _ Reference(,Optional) Alliance Truss (CA), Abbotsford,BC-V28 7P6, 8,310 s May 222019 MiTek Industries,Inc. Tue Jun 11 14t04:30 2019 Page 1 ID:rCTmK6iuyDTt_yZuzrFbeDzIUSd-DB5ydLn1 eHzDSuBSpgTrWgnSGC2RBrYiVCNnrrz7Kl? 12460 i 13 8 0 12-9-0 Scale=1:26.3 1,5x4 I rE D i 4.12 12 1.5x4 II mil/ i 1.bx4 11 � I B �- 3x4 H G F 1.5x4 11 1.5x4 1.5x4 11 l Plate Offsets(X.Y)-_ :_2-0,0.P4j LOADING (Psf) SPACING- 2-0-0 I CSI. DEFL. in (Ioc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 1 TC 0.21 Vert(LL) -0.00 D n/r 120 MT20 197/144 (Roof Snow=25.0) 3.0 Lumber DOL 1.15 i BC 0.11 Vert(CT) 0.00 E n!r 120 TCDL 1 TCLL 1 .0 Rep Stress Incr YES WB 0.08 Horz(CT) 0.00 F n/a n/a BCOL 10.0 Code IBC2015/TPI2014 Matrix-S Weight:37 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x3 SPF No.2 REACTIONS. All bearings 12-9-0. (Ib)• Max Horz A=125(LC 10) Max Uplift All uplift 100 lb or less at joint(s)F,G,H Max Grav All reactions 250 lb or less atjoint(s)A except F=297(LC 21),G=436(LC 3),H=434(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD D-F=-262/99 WEBS C-G=-356/127,B-H=-328/132 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=IO.Opsf. �ti GAR��� 8)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)F,G,H. 47 C/STL� June 14,2019 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Welk' always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Qualify Criteria,DSB-99 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314, Bradford,ON,Road 3G7 Job Truss I Type Oly Ply YAQ.'W5172nd St NE-Arlington-WA U1351439 25191 VA21 GABLE 1 1 l lJob Reference(optional Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:04:31 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl U Sd-hOfKghofPb5432meN0_42u KZycLlwldrks6KOHz7Kl_ 10-9-0 10-9-0 1.5x4 Scale=1:21.7 C 01 4.12 !12 ! 1.5x4 If C9 I A i l F E 2x4 1.5x4 II 1.5x4 I I LOADING (psf) SPACING- 2-0-0 CSI, DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL) 0.00 C n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.26 Vert(CT) -0.00 C n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.10 Horz(CT) -0.00 E n/a n/a BCLL 10.0 Code IBC2015ITP12014 Matrix-S Weight:30 lb FT=20% SCDL 10.0 - LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x3 SPF No.2 REACTIONS. (lb/size) A=228/10-9-0,E=179/10-9-0,F=595/10-9-0 Max Horz A=105(LC 10) Max Uplift E=-35(LC 10),F=-87(LC 10) Max Grav A=234(LC 2),E=234(LC 21),F=632(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown, WEBS B-F=-481/192 NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 7)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)E,F. (a~ GAR(, I (1 NASI/ C. J, A- Ilk 1( C7STI:KC:� .� <,pS,�QNAL 11u` June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system,Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSPTPl1 quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road I Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss sType Oty Ply -PAC-3905 172nd St NE-Arlington-WA U1351440 �25191 VA22 GABLE i 1 Ob Reft[eaqtkqp§qnel Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tito Jun 11 14.104:322019 Page 1 I D:rCTmK6iuyDTt_yZuzrFbeDzl USd-9aDi21 pHAu DxhCLgx5 WJb5tnpOiMG_zW suvjz7Kkz 8-9-0 6-9-0 010 D Scale=1:19.0 1.5x4 I 4.12 12 G 1.5x4 17 A -- I F E 2x4 = 1.5x4 II 1.5x4 II I LOADING (psf) SPACING- 2-0-0 I CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.00 C n/r 120 MT20 197/144 (Roof Snow=25.0) TCDL 13.0 � Lumber DOL 1.15 I BC 0.25 Vert(CT) 0.00 D n!r 120 BCDL 1 .0 Rep Stress Incr YES WB 0.07 HOrz(CT) 0.00 n/a n/a PCDL 10.0 Code IBC2015/TPI2014 Matrix-P Weight:22 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x3 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x3 SPF No.2 REACTIONS. (lb/size) A=148/8-9-0,E=215/8-9-0,F=459/8-9-0 Max Horz A=86(LC 10) Max Uplift E=-40(LC 10),F=-66(LC 10) Max Grav A=151(LC 2),E=257(LC 21),F=486(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS B-F=-378/168 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.It;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category Il;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)E,F. (�i` GARIl W'AS/ U2 7- 39S86 r�.Gs \ t�SS�oNA ��, June 14,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M11-7473 rev.1010312015 BEFORE USE. .*� Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not N a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 11 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPl1 quality Criteria,DSB-Bg and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 �:,JOb Truss Type Qty Ply �pAC-3906 172nd St NE-Arlington-WA 25191 `VA23 Valley 1 1 I U 1351441 Job Reference Donal Alliance Trugs (CA), Abbotsford,SC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:04:32 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-9aDi21 pHAu DxhCLgx5WJb5tgeOZXfm L_zWsuvjz7Kkz 6-9-0 7-6-0 6-9-0 0-9-0 Scale=1:15.5 C 1.5x4 ^ 4.12 12 ' � 1 E A ' D 2x4 1.5x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) 1/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.1 13. 5 TC 0.73 Vert(LL) -0.01 C n/r 120 MT20 197/144 (Roof Snow=2 Lumber DOL 1.15 BC 0.77 Vert(CT) 0.03 C n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 BCDL 10.0 Code IBC2015/TP12014 Matrix-P Weight:15 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x3 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) A=278/6-9-0,D=352/6-9-0 Max Horz A=66(LC 10) Max Uplift A=-18(LC 10),D=-60(LC 10) Max Grav A=288(LC 3),D=382(LC 21) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-D=-323/158 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)A,D. '�rr1 GAR��"1 0 WAS tr o 39586 /k k�'C1STl:��O c rS�ONAI.rrV� June 14,2019 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek@)connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the f fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TP11 quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road II Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,1_3Z 3G7 IJOb Ifuss s I ype Uty ;my -PAC-3905 172nd St NE-Arlington-WA {25191 1VA24 U1351442 Valley 1 1 I I Job Reference(optional) Alliance Truss (CA), Abbotsford,BC-V2S 7136, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:04:33 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-emn5FNpvxCLoJMw1 Uo1Y7JPyUP1wODbBCAbRR9z7Kky 4-9-0 5-6-0 4-9-0 0-9-0 Scale=1:12.2 C 1.5x4 11 6 �� 4.12 12 �! f E I� A 2x4 15x4 11 LOADING (psf) LJ.O SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL (Roof Snow=2 25. Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.00 C n/r 120 MT20 197/144 TCDL 13.0 Lumber DOL 1.15 BC 0.31 Vert(CT) 0.01 C n/r 120 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCOL 10.0 1 Code IBC2015/TPI2014 Matrix-P Weight:11 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-0 oc purlins, BOT CHORD 2x3 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) A=180/4-9-0,D=259/4-9-0 Max Horz A=46(LC 10) Max Uplift A=-10(LC 10),D=-46(LC 10) Max Grav A=186(LC 2),D=271(LC 21) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)A,D. N;: (;Al?(, J ll�\!'AS/// o _ t 39586 Off, <%/S'T'liliL, UNAI \<<C June 14,201E A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not i a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing �e t, is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M 1� fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 quality Criteria,DSB-89 and BCS/Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss I Type City Ply PAC-3905 172nd St NE-Arlington-WA f U1351443 125191 VA25 :GABLE 1 1 ( IJob RefereNtit(oplbnel Alliance Truss (CA). Abhotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:04:35 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl U Sd-a9urg2r9Tpb WYf4PcD3ODkVAsDbgs3YRfU4Y W2z7Kkw _ ?H4- 25-" N Scale=1:46.6 M- 3x4 t �s I 4.12 F 6 . r W 377= r 1 5x16 Z Y X W V U T S R Q P O 4x4 = 25-0-0 2540 Plale otfsets.(x,Y)-_.[A 4-2.%9d981,.IF:a1-12.Ed98] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (IoC) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.79 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.73 Vert(CT) n/a n/a 999 TCDL 13.0 Rep Stress Incr NO WB 0.29 Horz(CT) 0.13 O n/a n/a BCLL 10.0 Code IBC2015/TPI2014 I Matdx-S I Weight:148 lb FT=20% - BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-6-1 oc purlins, A-J:2x4 SPF 210OF 1.8E except end verticals. BOT CHORD 2x4 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 2-7-7 oc bracing. A-T:2x4 SPF 21OOF 1.8E WEBS 1 Row at midpt N-O WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. All bearings 25-0-0. (lb)- Max Harz A=241(LC 37) Max Uplift All uplift 100 lb or less at joint(s)O,P.Q,R,S,U,V,W,X.Y except A=-2190(LC 36),Z=-295(LC 36) Max Grav All reactions 250 Ib or less at joint(s)O,Y except A=2375(LC 57). P=330(LC 29),Q=350(LC 20),R=340(LC 20),S=318(LC 20),U=266(LC 1),V=271(LC 20),W=252(LC 1),X=330(LC 20),Z=982(LC 29) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-8287/7903,B-C=-6562/6377,C-D=-5824/5682,D-E=-5211/5076,E-G=-4533/4415, G-H=-3854/3752,H-1=-3176/3090,I-K=-2497/2427,K-L=-1818/1764,L-M=-1139/1100. M-N=-472/448 BOT CHORD A-Z=-7711/7707,Y-Z=-5993/5999,X-Y=-5311/5317,W-X=-4752/4757,V-W=-4132/4136, U-V=-3512/3514,S-U=-2891/2893,R-S=-2271/2273,Q-R=-1651/1652,P-Q=-1031/1031, O-P=410/410 - WEBS M-P=-272/50,L-Q=-309/30,K-R=-301/29,I-S=-278/30,D-X=-273/36,B-Z=-753/365 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.ll;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for 'AS members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. ` 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)All plates are 1.5x4 MT20 unless otherwise indicated. 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 2-0-0 oc. 39ws it: 536 O Rj \� 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. I S V�� 9)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide S�/(��rAL will fit between the bottom chord and any other members,with BCDL=10.Opsf. 10)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)O,P,Q,R.S,U. June 14,2019 COntia{uYlfl 16»�1 f(t=1b)A=2190.Z=295. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE 11111-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTe k. is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIf quality Criferia,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job ITrIM s Type Qiy F911 -PAC-3905 112nd St NE-Arlington-WA I U7351443 25191 jVA25 GABLE 1 1 _ _ Job Reference(i?!onal A lame Truss (CA), Abbotsford,BC-WS 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:04:35 2019 Page 2 ID:rCTmK6iuyDTtyZuzrFbeDzl USd-a9u rg2r9Tpb WYf4PcD3ODkVAsDbgs3YRfU4YW2z7Kkw NOTES- 12)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 25-0-0 for 310.0 plf. 13) No notches allowed in overhang and 0 from left end and 0 from right end or 12"along rake from scarf,whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge-wise notching,provide at least one tie plate between each notch. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-AA=-76,N-AA=-114,A-O=-20 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED A41TEK REFERANCE PAGE M11.7473 rev.1010312015 BEFORE USE. --�� Design valid for use only with MiTek@)connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Addilional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the V f fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 Qualffy Crlferia,DSB-89 and BCSI Building Component 100 Industrial Road l Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job NSS �Type City Ply .PAC-3905 172nd St NE-Arlington-WA I U1351444 25191 VAN 4GABLF 1 1 l I I I I Job Reference(optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8"310 s May 22 2019 MiTek ImWs#Ao&kv. Tue Jut 11 14:04:362019 Page 1 I D:rCTmK6iuyDTtyZuzrFbe Dzl U Sd-2LSDtOsnE7j NApfcAxa Flx1 Pnd2gb W Lau6g52Uz7Kkv 23-1-8 25-1-8 23-1.8 2-0-0 4.12'12 -%.M.=1:45.5 G 4x6 2x4 it � I '�D C % A i 3x4 N M P L K J 3x4 23.1-8 23-1-8 Plate Offsets(X Y)-- [E:0-3-0 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP (Roof Snow=2 TCLL 2 10) Plate Grip DOL 1.15 TC 0.53 Vert(LL) 0.00 H n/r 120 MT20 197/1443. BCDL 3.0 Lumber DOL 1.15 BC 0.30 Vert(CT) -0.01 H n/r 120 Rep Stress Incr YES WB 0.26 Horz(CT) -0.00 1 n/a n/a BCDL 10.0 BCDL 10.0 Code IBC2015/TP12014 Matrix-S Weight:87 Ib FT=20% - LUMBER- BRACING- TOP CHORD 2x6 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, A-E:2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. All bearings 23-1-8. (Ib)- Max Horz A=237(LC 10) Max Uplift All uplift 100 lb or less at joint(s)1,J.L,M,N Max Grav All reactions 250 lb or less at joint(s)except 1=516(LC 21),A=253(LC 27),J=595(LC 3),L=540(LC 3). M=342(LC 2),N=627(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-B=-271/113,G-1=-484/177 WEBS F-J=-392/105,D-L=-323/119,B-N=-470/166 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;CaL 11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)All plates are 1.5x4 MT20 unless otherwise indicated. 6)Gable requires continuous bottom chord bearing. (�'S GA I? 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. WA /�t 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide OC f will fit between the bottom chord and any other members,with BCDL=10.Opsf. i 9)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)I,J,L.M,N. 39586 tc� CIs -v !SS t1Alj"C` June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTeknO connectors,This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the I fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criteria,OSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 JuL TIUSS s Type Oily Ply -PAC-3905 172nd St NE-Arlington-WA U1351445 ' 1.-25191 MA27 IGABLE 7 1 Job Reference [venal Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:04:37 20-19 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-WXOb5ktQ?RrEozEoje5Ul9aepl PMK_aj6oZfaxz7Kku 2144 23 1$ 21.1.8 1 H 4.12 i 12 '/'4=10 1:41.7 4x6 2x4 i F j J D � 1 to c ./.i i i 3x4 N M L K J 1 3x4 21-1.8 1 214-8 Piste OBsets(X Y} (E:0-3 O.Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d I PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) 0.00 H n/r 120 MT20 1971144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.22 Vert CT -0.01 H n/r 120 TCDL 13.0 Vert(CT) BCLL 10.0 Rep Stress Incr YES WB 0.19 Horz(CT) -0.00 I n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-S Weight:78 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2"Except" TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, A-E:2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. All bearings 21-1-8. (lb)- Max Hui2 A-217(LC 10) Max Uplift All uplift 100 lb or less at joint(s)1,J,K,M.N Max Grav All reactions 250 lb or less atjoint(s)A except 1=508(LC 21),J=594(LC 3),K=451(LC 3),M=368(LC 2), N=466(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown, TOP CHORD A-B=-257/100,G-1=-477/177 WEBS F-J=-375/106,D-K=-303/114,C-M=-292/107,B-N=-349/124 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)All plates are 1.5x4 MT20 unless otherwise indicated. 6)Gable requires continuous bottom chord bearing. �(� GAI�c! 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. S�� 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide i1 will fit between the bottom chord and any other members,with BCDL=10.Opsf. �� r 9)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. ` to Jy 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)I,J,K,M.N. G 95, RHO 6.5'S�pN A L fir`,\. June 14,2019 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors-This design is based only upon parameters shown,and is for an individual building component,not a truss system,Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M� ek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPl1 Qualify Criteria,DSB-B9 and BCSI Building Component 100 Industrial Road j Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON.L3Z 3G7 Job Truss :Type Oty Ply�pAC�905 172nd St NE-Arlington-WA 1 U1351446 25151 VA28 GABLE 1 1 !Job Reference(optlmlli Alliance Truss (CA), Abbmtord,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:04:38 2019 Page 1 I D:rCTm K6iuyDTt_yZuzrFbeDzl USd-_ka_I4t2m kz5P7p_H McjgM7kGQkJ3SOtLSJC7Nz7Kkt 19-1.8 21-1-8 19-1-8 4.12 !12 /'Scale=1:37.9 4x6 2x4 II E / D 1 1.5x4 11 • C I i'�D 1.5x4 11 � tO A i 3x4 K J L I H 1.5x4 II 1.5x4 II 1.5x4 ll 1.5x4 II 19-1-8 _Plate Offsets _[o;Q-3.o,gag_e1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL) 0.00 G n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.30 Vert(CT) -0.01 G n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.15 Horz(CT) -0.00 H n/a n/a _ BCLL 10.0 Code IBC2015/TP12014 Matrix-S Weight:69 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2"Except" TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, A-D:2x4 SPF No.2 except end verticals, BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. All bearings 19-1-8. (Ib)- Max Horz A=197(LC 10) Max Uplift All uplift 100 lb or less at joint(s)H,1,J,K Max Grav All reactions 250 lb or less at joint(s)except H=491(LC 21),A=252(LC 2),1=616(LC 3),J=327(LC 2). K=630(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD F-H=-461/174 WEBS E-1=-3901115,B-K=-472/166 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. GAI? 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide � \to Sf `! will fit between the bottom chord and any other members,with BCDL=10.0psf. 8)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)H,1,J,K. ',yam Z ,n N 39586 its(1 .V-1 June 14,2019 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not W a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate[his design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?PIi Quality Criteria,DSB-69 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Ob. Truss Type City IPly •PAC-3905 172nd St NE-Arlington-WA U1351447 i ],91 IVA29 :GABLE 1 1 i I Ob Reference O! of Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:04:392019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-Sw6MWOugX25yl HNBr38yNaf_Ng6RowU0a621fpz7Kks 17.1-8 19.1-8 1718 2-0-0 4.12 12 2x4 11 - "Scale=1:34.4 2x4 �i w 46 L n MI 1.5x4 II b ��^ o WSJ 1.5x4 B 3x4 K J 1 H 1.5x4 II 1.5x4 11 1.5x4 II 1.5x4 II 17-1-0 _ 17-1-8 Plate Offsets KY)-_ .P:O.3-O,Ed9ej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL(Roof Snow=2 25. Plate Grip DOL 1,15 TC 0.25 Vert(ILL) 0.00 G n/r 120 MT20 1971144 TCDL 13.0 Lumber DOL 1.15 BC 0.18 Vert(CT) -0.01 G n/r 120 Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 H n/a n/a BCLL 10.0BCDL 10.0 * Code IBC2015/TP12014 Matrix-S Weight:61 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, A-D:2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. All bearings 17-1-8. (Ib)- Max Horz A=177(LC 10) Max Uplift All uplift 100 Ib or less at joint(s)H.I,J,K Max Grav All reactions 250 lb or less at joint(s)A except H=490(LC 21),1=507(LC 3),J=359(LC 1),K=470(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD F-H=459/177 WEBS E-1=-345/108,C-J=-287/110,B-K=-351/125 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �� GAI��1� will fit between the bottom chord and any other members,with BCDL=10.Opsf. VAS 8)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7��• 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)H,I,J.K. rr O� 39.586 SS�0NA1,V-X4 June 14,2019 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTek@ connectors.This design is based only upon parameters shown,and is for an individual building component,notVal a truss system,Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall t�ek• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the WOW fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIi Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Inslilute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 JO¢ TWU ,Type Qty 451y )PAC-3905 172nd St NE-Arlington-WA U1351446 125191 VA30 GABLE 1 1 i Job Reference(oLbonal Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 W-rek Industries,Inc. Tue Jun 11 14:04:40 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl U Sd-x6ikjmvl H M DpfRyNPnfBwnC41EPjXNEAploJ BFz7Kkr 15-1-8 17-1-8 I 15 1 B 2-" ' 4.12 12 2x4 1. �_ =1:31.0 E i 2x4 11 i 4x6 a 1.5x4 II B ✓ " I A ✓' til 3x4 I H J G 1.5x4 I 1.5x4 I I 1.5x4 11 15-1-8 Plate Offsets(X,)1,- [C0-3-0:Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (toc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL) 0,00 F n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.30 Vert(CT) -0.00 F n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 G n/a n/a BCLL 10.0 Code IBC2015/TP12014 Matrix-S Weight:53 Ito FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, A-C:2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. All bearings 15-1-8. (lb)- Max Horz A=157(LC 10) Max Uplift All uplift 100 lb or less at joint(s)G,H,I Max Grav All reactions 250 lb or less at joint(s)except G=511(LC 21),A=253(LC 3),H=339(LC 3),1=637(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD E-G=-474/188 WEBS B-1=-484/183 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �iA J; , 7)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. Q WAS 8)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)G,H,1. 39586 G/ST:R �sS�4NAl.V:'C% % June 14,2019 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not + a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON.L3Z 3G7 J Job I russ s I ype Ctty �Hy -PAC-39Ub 1/2nd St NE-Arlington-WA U1351449 5191 VA31 GABLE 1 1 Job Reference(optional Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8,310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14,04,412D19 Pape I ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-PJG6x6ww2fLgGbXZyUAQS?kKwenhGrrJ1 PXsjiz7Kkq 13-1-8 15-1-8 13-1-8 2-0-0 F 1:27.2 2x4 I i 2x4 II l� 4x6 D ' • 4.12 12 C 1.5x4 11 7 A Ll 3x4 I H G 1.5x4 II 1.5x4 II 1.5x4 'I 13-1-8 13.1.8 Plate Offsets-(X.Y)-- (C:0-3.O,Edge1 LOADING (psf) ( SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) 0.00 F n/r 120 MT20 1971144 (Roof Snow=25.0) + Lumber DOL 1.15 BC 0.13 Vert(CT) -0.00 F n/r 120 TCDL 13.0 I Rep Stress Incr YES WB 0.05 Horz(CT) -0.00 G We n/a BCDL 10.0 Code IBC2015/TP12014 I Matrix-S Weight:46 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2"Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, C-F:2x6 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. All bearings 13-1-8. (Ib)- Max Horz A=137(LC 10) Max Uplift All uplift 100 lb or less at joint(s)G,H,I Max Grav All reactions 250 lb or less at joint(s)A except G=475(LC 21),H=380(LC 3),1=463(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD E-G=-442/184 WEBS D-H=-289/111,B-1=-350/142 NOTES- 1)Wind:ASCE 7-10;VuIt=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide P"'4 G-oc will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. , C1< SF tiq 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)G,H.1. �y O 39-86 June 14,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MINis always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI(TP11 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 'Job Truss Type ay Ply �C-3905172nd St NE-Arlington-WA U1351450 25191 VA32 GABLE 1 i I Job Reference tonal Alliance Truss (CA), Abbotsford,BC-V2S TP6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:04:41 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-PJG6x6ww2fLgGbXZyUAQS?kKOeoOGrwJ1 PXsjiz7Kkq 11i1-8 13 NO 11-1-8 2-0-0 2x4 II J 20 II ' 4x6 4.12 6 1.5x4 II Li JP 3x4 I H G 1.5x4 II 1.5x4 II 1.5x4 II 11-1$ 11-1$ Plate Offsets(X,Y)- [C_0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ibc) Well Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1,15 TC 0.24 Vert(LL) 0.00 F n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.11 Vert(CT) -0.01 F n/r 120 BCDLL 13.0 Rep Stress Incr YES WB 0.04 Horz(CT) -0,00 G n/a n/a BCDL 10.0 Code IBC2015/TP12014 , Matdx-S Weight:39 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2`Except" TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, C-F:2x6 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. All bearings 11-1-8. (lb)- Max Horz A=117(LC 10) Max Uplift All uplift 100 lb or less at joint(s)G,H,I Max Grav All reactions 250 lb or less atjoint(s)A except G=449(LC 21),H=41 O(LC 3).1=337(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD E-G=-418/183 WEBS D-H=-307/130,B-1=-258/115 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design, 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide GARQ will fit between the bottom chord and any other members,with BCDL=10.0psf. VAS 8)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)G,H.I. r- �Gi., 41S1'tsR�' w CsS/0NALG�V� June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI.7473 rev.1 010 3/2 0 1 5 BEFORE USE. Design valid for use only with MiTek®connectors"This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing I V)iTelt' 1 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPl1 quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 1job fV88 s Type Qty Ply -PAC-3905 172nd St NE-Arlington-WA 125191 VA33 (GABLE 1 1 I 1 Job Relerenoe tb_(oQn U1351451 al) Allilw=Truss (CA), Abbotsford,8C-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:64:42 2019 Page 1 ID:rCTmK6i uyDTtyZuzrFbeDzIUSd-tV pU8SwYpzTW u k61 W Bhf?CH Vm285?ICTG3HPG8z7Kkp 9-1-8 114-8 9-1-8 D Scale=1:22.2 20 11 i C /� ! 4.12 i12 I G 2x4 11 F E 3x4 1.5x4 11 1.0x4 11 _Plale,Oflsels,,(X,Y}»__(C:0-2.0,0 LOADING (Nat) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=2 TCLL 2 10) Plate Grip DOL 1.15 TC 0.24 Vert(LL) 0.00 D n/r 120 MT20 197/1443. TCDL 3.0 Lumber DOL 1.15 BC 0.12 Vert(CT) -0.01 D n/r 120 Rep Stress Incr YES WB 0.04 Horz(CT) -0.00 E n/a n/a BCLL 10.0 Code IBC2015ITP12014 Matrix-S Weight:34 lb FT=20% BCOL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SPF No.2 REACTIONS. (lb/size) A=154/9-1-8,E=355/9-1-8,F=408/9-1-8 Max Horz A=97(LC 10) Max Uplift E=-75(LC 10),F=-55(LC 10) Max Grav A=158(LC 2),E=431(LC 21),F=427(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD C-E=-401/190 WEBS B-F=-310/142 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=1 O.Opsf. j lci UAR(,� 8)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. f WA, F `9 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)E,F. ? ;9586- SRO June 14,2019 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek@ connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system,Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 (Job ITmas ^ ;.Type Qty 'Ply-��PAC 3905172nd St NE-Arlington-WA U1351452 ,25191 'VA34 Valley 1 1 j Job Reference o tP boat Alliance Truss (CA), Abtwtsford,BC-V2S 7K. 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:04:43 2019 Page 1 I D:rCTmK6iuyDTt_yZuzrFbeDzl U Sd-LhN tLnxAa H bN W uhy4vCuXQgYORQRkl4cVjOzoaz7Kko 7.1-8 10-4-8 7-1-8 3-3-0 Scale=1:20.8 Cl / J / 4.12 �12 2x4 11 B i � N / u D 3x4 1.Sx4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.72 I Vert(LL) 0.02 C n/r 120 MT20 197/144 Snow=25.0)0 Lumber DOL 1.15 BC 0.37 Vert(CT) -0.02 C n/r 120 TCDL BCDL 13.0 • Rep Stress Incr YES WB 0.00 HOrc(CT) 0.00 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-P I Weight:28 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) A=206/7-1-8,D=614/7-1-8 Max Horz A=88(LC 10) Max Uplift D=-127(LC 10) Max Grav A=225(LC 2),D=689(LC 21) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-D=-631/325 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design, 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except Qt=lb) D=127. Nti GA/?('/? AG-' �• to 39586 ss�ONAIJ-" June 14,2019 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek)connectors.This design is based only upon parameters shown,and is for an individual building component,not , a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Addilional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 quality Criteria,DSB-99 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Streel,Suite 312,Alexandria,VA 22314. Bradford,ON,Road 3G7 I r -, UJob T russ s I ype Uty Ply -PAC-3905 1121nd St NE-Arlington-WA 125191 VA35 Valley 1 U1351453 1 1 ) -IJob Reference(optional) Alliance Truss (CA), Abbulslord,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:04:43 2019 Page 1 I D:rCTm K6iuyDTtyZuzrFbeDzl USd-LhN tLnxAaH bN W uhy4vCuXQgZkRTrkl4cVjOzoaz7Kko 5-1-6 8-4-8 5.1-8 3-M Scale=1:17.2 C /n / 4.12 zxa II E B ' ' T I J� A D 3x4 1.5x4 II I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 I TC 0.67 Vert(LL) 0.02 C n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.15 Vert(CT) -0.03 C n/r 120 TCDL 13.0 BCLL 1 0" Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0I Code IBC2015/TPI2014 I Matdx-P Weight:21 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-8 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) A=71/5-1-8,D=557/5-1-8 Max Horz A=68(LC 10) Max Uplift A=-100(LC 20),D=-129(LC 11) Max Grav A=107(LC 24),D=705(LC 20) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-D=-667/317 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except(jt=lb) A=100,D=129. pjA GAIl(- h 39586 f c/sil �� �. 6ss/0NAI-V_<, June 14,2019 r,t>•tititititi�� a WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not RN a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andior chord members only,Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and Property damage. For general guidance regarding the MiTe l< fabrication,storage,delivery,erection and bracing of trusses and truss syslems,see ANSI/TPI1 quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 'Job Tntss Type Q!y Ply PAC-3905172nd St NE-Artington.WA U1351454 125191 VAW Vatley 1 1 L IJob Reference(optional) _ Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:04,44 2019 Page 1 I D:rCTm K6iuyDTtyZuzrFbeDzl U Sd-puxFZ7ypLakE72G8ecj74dMlQrrwTCKIjN m W K1 z7 Kkn 31$ } 6-4-8 a~1$ 3-3-0 Scale=1:13,8 C 4.12 12 E 5x6 NB N r 1 i v A o D 3x4 Plate Offsete.(X,Y�_[B o 1-12,0.0-10I, :1-8-13.0-1-13],1D:0-1-12,0•ao] LOADING (psf) SPACING- 2-0-0 I CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.61 Vert(LL) 0.02 C n/r 120 MT20 1971144 (Roof Snow=25.0) Lumber DOL 1.15 , BC 0.03 Vert(CT) -0,03 C n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCLL 10.0 BCDL 10.0 Code IBC2015/TP12014 I Matrix-P , Weight:14 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-8 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) A=-148/3-1-8,D=584/3-1-8 Max Horz A=53(LC 11) Max Uplift A=-351(LC 20).D=-175(LC 11) Max Grav A=83(LC 11),D=863(LC 20) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-D=-845/356 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1,33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except Qt=lb) tN GAI?V/ A=351,D=175. 1 ��.YA1r1$//7.. i v,• 2 ,P 39536 \� sS�ON A L June 14,2019 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111-7473 rev.10/03/2015 BEFORE USE. o Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ITOW fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPI1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss ;Type City Ply -PAC-3905 172nd St NE-Arlington-WA U1351455 25191 VA37 GABLE 1 1 Job Refere_n_ce(ofuonall Alliance Truss (CA), Abbotsford.BC-V2S 7P6, 8.310 a May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:04:46 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-IG3?_p_3tC_yNMQXl1 mb92S3ffNyx3u2BhFdPvz7Kkl 23-6-0 26-3-0 23-6-0 2.9.0 M. 2x4 = 4.12 123x4 11 'J I Scale=1:48.8 I 5x6 2x4 II L - K - I Fes- D E C I B 44 = Y l w,A i- 7x16 = X W V U T S R O P O N 45 = 3x4 II 23-6-0 23-6-0 Plate Offsets.(X,Y) lA_0-0 9,Edse]yLa2-o a o a1_f�_o o o-z-�21,L;o-2-o,aEIA,_�r:o-�-3LEd9el _ LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.76 Vert(LL) 0.01 M n/r 120 MT20 197/144 (Roof Snow=25 3. Lumber DOL 1.15 , BC 0.70 Vert(CT) -0.00 L-M n/r 120 TCDL 13.0 Rep Stress Incr NO WH 0.25 Horz(Cl) -0.11 N n/a n/a BOLL 10.0 Bt;DL 10.0 Code IBC2015/TP12014 Matrlx-S Weight:137 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2"Except` TOP CHORD Structural wood sheathing directly applied or 2-74 oc purlins, J-M:2x6 SPF No.2,A-J:2x4 SPF 210OF 1.8E except end verticals. BOT CHORD 2x4 SPF No.2"Except' BOT CHORD Rigid ceiling directly applied or 2-8-13 oc bracing. A-S:2x4 SPF 210OF 1.8E WEBS 1 Row at midpt L-N WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. All bearings 23-6-0. (lb)- Max Horz A=284(LC 40) Max Uplift All uplift 100 lb or less at joint(s)Q,R.T,U.V.W except N=-120(LC 40),A=-2069(LC 37),O=-193(LC 20),P=-101(LC 45),X=-273(LC 37) Max Grav All reactions 250 lb or less at joint(s)O.W except N=910(LC 21). A=2267(LC 44),P=397(LC 30).Q=290(LC 21),R=265(LC 1),T=272(LC 21), U=252(LC 1),V=330(LC 21),X=963(LC 28) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-B=-7882/7495,B-C=-6151/5964,C-D=-5414/5269,D-F=-4801/4662,F-G=-4123/4002, G-H=-3444/3339,H-1=-2765/2676,I-J=-2089/2015,J-K=-1441/1379,K-L=-713/701, L-N=-899/215 BOT CHORD A-X=-7298/7297,W-X=-5603/5596,V-W=-4921/4913,U-V=-4364/4353,T-U=-3745/3732, R-T=-3125/3111,Q-R=-2506/2490,P-Q=-1886/1869,O-P=-1266/1249,N-O=-646/629 WEBS J-P=-335/136,D-V=-273/36,B-X=-734/336 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right G 1 (.f exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 Y ,A�7J' 9 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Q 1_ Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. �<< 'i• 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 1.5x4 MT20 unless otherwise indicated. i9586 7)Gable requires continuous bottom chord bearing. /,. k�Ci, R��, 8)Gable studs spaced at 2-0-0 oc. l TIE 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. NA I-��` 10)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 11)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. June 14,2019 Continued on naue 2 AOA WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE Ull-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Qualify Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 t fob Truss Type Qly i,Ply PAC 39D5 172nd St NE-Arlington-WA II 1 j26191 VA37 IGABLE 1 1 U1351455 l I Job ReferenceSop0 at Atffence Truss(CA). Abbotsford,SC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:04:46 2019 Page 2 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-IG3?_p_3tC_yNMOX11 mb92S3ffNyx3u2BhFdPvz7Kkl NOTES- 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)Q,R,T,U,V.W except(jt=lb)N=120,A=2069,0=193, P=101,X=273. 13) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)A. 14)This truss has been designed for a total drag load of 310 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 23-6-0 for 310.0 plf. 15) No notches allowed in overhang and 0 from left end and 20900 from right end or 12"along rake from scarf,whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c.maximum between the stacking chords. For edge-wise notching,provide at least one tie plate between each notch. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-Y=-76,L-Y=-114,L-M=-114,A-N=-20 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the iTek. fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPi1 Quality Criteria,DSB-69 and SCSI Building Component 100 Industrial Road Sa&W Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,Road 3G7 U0b ?fuss s Type Qty Ply -PAC-3905 172nd St NE-Arlington-WA ( I25191 330 C�+ABLE 1 1 � Job Referenr;e�iplional� U1351456 Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MITek Industries,Inc. Tue Jun 11 14:04:47 2019 Page 1 I D:rCTmK6iuyDTt_yZuzrFbeDzl U Sd-DTd N B9_heV6p_W?jJIHgiG_I43phg WXCQL_AxLz7Kkk 21-10•8 2 9 0 4.1212 2x4 / H, =1:44.3 2x4 II / E D I N L. I rD A i vY 3x4 % N M L K J 3x4 21-10-8 i 2140.8 I Plate Offsets(X,)O- E:t]--3 O.Edge],I�:a2�oaaal _ _ LOADING (psf)TCLL 25.0 SPACING- 2-0-0 i CS]. DEFL. in (Ioc) I/defl Lid PLATES GRIP Plate Grip DOL 1.15 TC 0.46 Vert(LL) 0.01 H n/r 120 MT20 1971144 (Roof Snow=2 I Lumber DOL 1.1 13 BCDL 130 5 j BC 0.22 Vert(CT) -0.02 G-H n/r 120 . Rep Stress Incr YES WB 0,16 Horz(CT) -0.00 1 n/a n/a BCDL 10.0 BCDL 10 Code IBC2015/TP12014 Matrix-S Weight:83 lb FT=20% .0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2'ExcepV TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, A-E:2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. All bearings 21-10-8. (lb)- Max Horz A=231(LC 10) Max Uplift All uplift 100 lb or less at joint(s)J,K,M,N except 1=-107(LC 11) Max Grav All reactions 250 lb or less at joint(s)A except 1=664(LC 21).J=525(LC 3),K=468(LC 3),M=345(LC 2). N=525(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-B=-277/107,G-1=-633/242 WEBS F-J=-288/88,D-K=-322/123,C-M=-275/101,B-N=-391/139 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)All plates are 1.5x4 MT20 unless otherwise indicated. 6)Gable requires continuous bottom chord bearing. P GARc 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. VAS!/ 4 8)"This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 9)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. N` 7 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)J,K,M,N except - Qt=lb)1=107. Sri 19586 C11STG� S S/GNAIt-, G June 14,2019 ®WARNING-VsHly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. ` Design valid for use only with MiTekO connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mire is is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPIl Quality Criteria,DSB-69 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 pb fuss ;Type Oty Ply AC3905172nd St NE-Arlington-WA U1351457 �25191 A39 iGABLE 1 1 Polb Reference Ilpnel Alliance Truss (CA). Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:04:47 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl U Sd-DTd N B9_heV6p_W?jJl HgiG_EC3mog W yCQL_AxLz7Kkk 20-0.0 22 as 20-" 2-aa 4.12 12 2x4 --ale=1:40.8 F i 2x4 11 4x6 L E D 1.5x4 I 1.5x4 11 d B i ro i� i 3x4 K J I H 1,5x4 I 1.5x4 11 1L5x4 I I 1,5x4 11 20-0-0 20-" Plate Offsets(X,Y)-- [D:0-3-0,Edgej,[F:0-2-14,0-0-81 LOADING (psf) SPACING- 2-0-0 ` CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 I TC 0.71 Vert(LL) 0.01 G n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.40 Vert(CT) -0.02 G n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.14 Horz(CT) -0.00 H n/a File _ BCLL 10.0 Code IBC2015/TP12014 I Matrix-S Weight:74 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2"Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, A-D:2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. All bearings 20-0-0. (lb)- Max Horz A=213(LC 10) Max Uplift All uplift 100 lb or less atjoint(s)I,J except H=-108(LC 11).K=-104(LC 10) Max Grav All reactions 250 lb or less at joint(s)except H=649(LC 21),A=288(LC 2).1=552(LC 3),J=316(LC 3). K=718(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD F-H=-621/243 WEBS E-1=-301/98,B-K=-536/188 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;CaL 11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1,33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. '��'� GAR(', 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide AS, will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. G 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,J except Qt=lb) H=108,K=104. 39586 S's./o, AL1r`►` June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ulf-7473 rev.1010312o 15 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling or individual truss web and/or chord members only.Additional temporary and permanent bracing iTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the R Fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 Quality Crileria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON.L3Z 3G7 Job Truss s Type ty iPly -PAC-3905 172nd St NE-Arlington-WA U1351458 25191 VA40 (GABLE 1 1 JoD Reference(opllonttl) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:04:49 2019 Page 1 ID:rCTm K6iuyDTtyZuzrFbeDzl USd-Arl8crOxA7MXEp86QAJ I nh4eMsVY8R8VtfrH?Ez7Kki 18-0-0 20-9-8 18-0-0 2-9-8 G 4.12 12 �-�BCefO=1:37.3 2x4 I f F / t 46 2x4 II % D� 1.5x4 N 1.5x4 I. / / I 3x4 Z K J 1 H 1.5x4 II 1.5x4 II 1.5x4 I 1.5x4 II 18-0-0 18-0-0 Plate o((sets_ rY}- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL) 0.01 G n/r 120 MT 13 TCDL 20 197/144 (Roof Snow=2 .0 Lumber DOL 1.15 BC 0.19 Vert(CT) -0.02 G n/r 120 Rep Stress Incr YES WB 0.09 Horz(CT) -0.00 H n/a n/a BCLL 10.0 BcoL ioo Code IBC2015/TPI2014 Matrix-S Weight:66 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2`Except` TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, A-D:2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. All bearings 18-0-0. (Ib)- Max Horz A=213(LC 11) Max Uplift All uplift 100 lb or less at joint(s)I,J,K except H=-117(LC 11) Max Grav All reactions 250 lb or less at joint(s)A except H=645(LC 21).1=451(LC 3),J=343(LC 21),K=536(LC 2) FORCES. (lb)-Max.Comp./Max.Ten,-All forces 250(Ib)or less except when shown. TOP CHORD A-B=-253/147,F-H=-615/233 WEBS E-1=-270/103,C-J=-279/112,6-K=-398/141 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4,2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3NI,4 GAIZCY 7)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide `/A , will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,J,K except Ot=lb)H=117. 39586 SS�UNA June 14,2019 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not • a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing e • is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the WOW fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?PI1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314, Bradford,ON,Road 3G7 Truss Type CityPly j AC-3905 172nd St NE-Arlington-WA r25191 VA41 ;GABLE 1 U1351459� 1 I Job Reference O tion it Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:04-'60 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzl USd-e21 WpB1 ZxQUOrzjI_tgXKucmXGoZtuTe6JDrYgz7Kkh 4B4Q IS." 16-0-0 2-9-8 4.12 112 �. =1:33.8 i 3x4 E 2x4 i 4x6 D C � � I 1.5x4 B ' m A 1ti/ / 3x4 I H K G 1.5x4 it 1.5x4 II 1.5x4 II 1 16-0-0 16-0-0 Plate Offsets(X,Y)= 1CC O."_X90ej,_ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.70 Vert(LL) 0.01 F n/r 120 MT20 197/144 (Roof Snow=2 TCLL 13.3.0 Lumber DOL 1.15 BC 0.40 Vert(CT) -0.02 F n/r 120 BCDL 10.0 Rep Stress Incr YES WB 0.09 Horz(CT) -0.00 G n/a n/a _BCDL 10.0 Code IBC2015ITP12014 I Matrix-S Weight:57 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2'Except` TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, A-C:2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. All bearings 16-0-0. (lb)- Max Horz A=191(LC 11) Max Uplift All uplift 100 lb or less at joint(s)H except G=-118(LC 11),1=-11 O(LC 14) Max Grav All reactions 250 lb or less at joint(s)except G=669(LC 21),A=293(LC 27),H=257(LC 3),1=727(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD E-G=-631/242 WEBS B-1=-555/206 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=67mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pt=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide P,h GA1Z�• will fit between the bottom chord and any other members,with BCDL=10.Opsf. ,V NAS7 8)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)H except Qt=lb) G=118,1=110• t 7 r :9586 S0N'AL\ June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 161II-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall wt building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Wei( is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPll Quality Criteria,OSR-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 - - J b Iruss s I ype 1uty Ply -PAC-3905 172nd St NE-Arlington-WA U1351460 125191 VA42 i GABLE 1 1 Job Reference(optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:04:50 2019 Page 1 I D:rCTm K6iuyDTtyZuzrFbeDzl U Sd-e21 W pB 1 ZxQUOrzj I_tgXKucp6Grn tvye6JDrYgz7Kkh 14-0-0 16-9.8 140-0 24.8 F � =1:30.4 f 3x4 I // .� E I - / 4x6 %2x4 I D 4.12 U_ 1.5x4 II /G. V B m� �'f a f f�� 3x4 I H G 1.bx4 II 1.bx4 11 1.5x4 II 14-0-0 14-0-0 Plate Offsets.C,Y- [C:0.i__019 e] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL) 0.01 F n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 I BC 0.19 Vert(CT) -0.02 F n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 G n/a n/a BCLL 10.0 Code IBC2015/TP12014 Matrix-S Weight:50 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2"Except" TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. C-F:2x6 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. All bearings 14-0-0. (Ib)- Max Horz A=16Y(L(:11) Max Uplift All uplift 100 Ib or less atjoint(s)H,I except G=-114(LC 11) Max Grav All reactions 250 lb or less at joint(s)A except G=626(LC 21),H=299(LC 2),1 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD E-G=-593/237 WEBS B-1=-410/163 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ,�tM GAR(.,/. will fit between the bottom chord and any other members,with BCDL=10.0psf. y'AS 8)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)H,I except Qt=lb) G=114, 7 GISTL•R�' �C S NALVro June 14,2019 AWARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,7II-7473 rev.10/03/2015 BEFORE USE, 1 Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not • a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design- Bracing indicated is to prevent buckling or individual truss web and/or chord members only.Additional temporary and permanent bracing w/1'T•e'f is always required for stability and to prevent collapse with possible personal injury and properly MY�y damage. For general guidance regarding the i R fabrication,storage,delivery,ereclion and bracing of trusses and truss systems,see ANSUTPl1 quality Criteria,DSB-8g and BCSI Building Component 100 Industrial Road Salary Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 IJob Truss Type Qly Ply 1PAC 3WS 172nd St NE-ArIinglon A 1 U1351461 25191 VA43 'GABLE 1 1 Job Reference 19pAqnal) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:04:51 2019 Page 1 I D:rCTm K6i uyDTtyZuzrFbe Dzl USd-6Esu 1 X1 CikcFT71 UYa Lms69_rg DQcMSnKzy047z7Kkg 0411.0 14-9-8 12." I 2-9.8 4.12 j12 - - Scale=1:26.6 3x4 E J i' 46 � 2x4 II C 1.5x4 I A 1 'lIni 3x4 I H G 1.5x4 11 1.5x4 II 1.5x4 II 12-0-0 12-0-0 F%1eoe"!9Ax.Y)=.f eel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) )/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL) 0.01 F n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.10 Vert(CT) -0.02 F - n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 G n/a n/a BCLL 10.0 BCDL 10.0 Code IBC2015/TP12014 ) Matdx-S Weight:43 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2`Except" TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, A-C:2x4 SPF No.2 except end verticals. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. All bearings 12-0-0. (lb)- Max Horz A=147(LC 11) Max Uplift All uplift 100 lb or less at joint(s)H,I except G=-112(LC 11) Max Grav All reactions 250 lb or less at joint(s)A except G=592(LC 21),H=358(LC 2),I=391(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD E-G=-561/235 WEBS B-1=-301/129 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ��,14 GAR(1Z will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)H,I except Qt=lb) G=112. 9586 L1ST4� June 14,2019 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design- Bracing indicated is to prevent buckling or individual truss web and/or chord members only.Additional temporary and permanent bracing q iTe�< is always required for stability and to prevent collapse with possible personal injury and properly tV I y damage, For general guidance regarding the 1 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI1TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 10 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss s Type Qty Ply -PAC-3905 172nd St NE-Allingtun-WA U1351462 25191 VA44 GABLE 1 1 _ Job Reference(optional) Alliance Truss (CA). Abbotsford,BC-V2S 7PG. 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:04:52 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-aQQG Es2gT2k65H tg61 s?PJi9b4YwLpfxZdixcZz7Kkf 10-0-0 _ 12-" F- 140 0 1 2-9-8 D JI 3x4 11 4.12 1 C 2 G 2x4 11 B i F E 3x4 1.5x4 11 1.5x4 II Plate Offsets(X,Y).- LOADING (psf) I SPACING- 2-0-0 CSI. { DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 I TC 0.47 I Vert(LL) 0.01 D n/r 120 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.15 Vert(CT) -0.02 D n/r 120 TCDL 13.0 I Rep Stress Incr YES WB 0.04 I Horz(CT) 0.00 E n/a n/a BCLL 10.0 Code IBC2015/TP12014 Matrix-S Weight:39 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SPF No.2 REACTIONS. (lb/size) A=193/10-0-0,E=442/10-0-0,F=426/10-0-0 Max Horz A=126(LC 11) Max Up11ft E='I,l3(LC-1,1),F=-5I(LC 14) Max Grav A=200(LC 27),E=583(LC 20),F=455(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD C-E=-559/239 WEBS B-F=-314/143 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=I O.Opsf. \�[� GA[?(, 8)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. AS" 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)F except(jt=lb) E=113. Q � 7 39SSG J% `A GISTV June 14,2019 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek@ connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MTek•is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPl1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job +Truss Type a<Y Ply PAC-3905 172nd St NE-Arlington-WA J U1351463 25191 VA45 GABLE i 1 iJob Reference tlonel Alliance Truss (CA), Abbotsford.SC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:04:52 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzI U Sd-aQQGEs2gT2k65H tg61s?PJ i 9b4Zi L p rxZd ixcZz7 Kkf s-ao 1a9a 8-0-0 2-9-8 Scale=1:21.7 D 4.12 F12 2x4 I 2x4 B i I = J F E 3x4 1.5x4 11 1.5x4 11 LOADING (psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP Plate Grip DOL 1.15 TC 0.47 Vert(LL) 0.01 D n/r 120 MT20 197/144 (Roof Snow=2 250) Lumber DOL 1.15 BC 0.10 Vert(CT) -0.02 D n/r 120 TCDL 1 TCLL 13.0 Rep Stress Incr YES WB 0.03 Horz(CT) -0:00 E n/a n/a BCDL 10.0 I Code IBC2015ITP12014 Matrix-P Weight:31 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 REACTIONS. (lb/size) A=120/8-0-0,E=480/8-0-0,F=269/8-0-0 Max Horz A=104(LC 11) Max Uplift E=-119(LC 11).F=-36(LC 20) Max Grav A=126(LC 21),E=621(LC 20),F=303(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD C-E=-590/259 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 8)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)F except Qt=1b) `�[,4 GAR(./ E=119. N'AS c9-5 6��� c `sS�bN,ALF��,� June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek@ connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing ^^1Te'< is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the t V' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Bra Industrial Road i Bradford,ON,L3Z 3G7 t JOb Tnift s Type Qty Ply -PAC-3905 172nd St NE-Arlington-WA U1351464 �28191 �VA46 JVBUey 1 1 1 Job Reference o tionat) _ Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:04:53 2019 Page 1 1 D:rCTmK6iuyDTtyZuzrFbeDzl USd-2c_fSC3SELszi RStf?OExXE I bTsv4GY4oH RV8?z7Kke 84.0 8-9 8 1 6-0-0 2-9-8 Scale=1:17.8 C 4.12777 2x4 I B ` N A D 3x4 1.6x4 11 I LOADING (psf) I SPACING- 2-0-0 CSI. DEFL. in (loc) (ldefl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.52 Vert(ILL) 0.01 C n/r 120 MT20 197/144 (Roof Snow=25.0) I Lumber DOL 1.15 BC 0.23 Vert(CT) -0.01 C n/r 120 TCDL 13.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 D n/a n/a BCLL 10.0 I BCCDL 10.0 Code IBC2015rTPI2014 Matrix-P Weight:23 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) A=157/6-0-0,D=519/6-0-0 Max Horz A=82(LC 11) Max Uplift A=-6(LC 20),D=-108(LC 11) Max Grav A=178(LC 27),D=594(LC 20) FORCES. (lb)-Max.Comp./Max,Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-D=-547/274 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4,2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)"This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)A except Qt=lb) D=108. S�[�1` GAR(,/�9 XIASI �n 7 39586v`� ss�oN Lr,ll�i� June 14,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev.10/03/2015 BEFORE USE, n Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design- Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mirek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N,Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 liob 'Trust Type Oty- Ply PAC3905172nd St NE-Arlington-WA I I U1351465 � 5191 VA47 Valley1 � 1 I i ob Reference�optiorrel Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:04:53 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-2c_fSC3SELszi RStf?O ExXEJeTuP4GY4oH RV8?z7Kke 4.0.0 6.9.8 4.0.0 2.9.8 Scale=1:14.5 C I ' i 4.12 12 ,l F i 2x4 B ) E A I" iLl D 3x4 1,5x4 II LOADING (psf) 25.0 SPACING- 2-0-0 CS. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL (Roof Snow=2 25. Plate Grip DOL 1.15 TC CS 0.45 Vert(LL) 0.01 C n/r 120 MT20 197/144 TCDL 13.0 Lumber DOL 1.15 BC 0.07 Vert(CT) -0.02 C n/r 120 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 D n/a n/a BCDL MCI Code IBC2015/TPI2014 Matrix-P Weight:17 lb FT=20% - LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS I 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) A=10/4-0-0,D=474/4-0-0 Max Horz A=68(LC 11) Max Uplift A=-137(LC 20),D=-133(LC 11) Max Grav A=85(LC 4),D=632(LC 20) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-D=-605/272 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.ll;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10:Pf=25.0 psf(flat roof snow);Category Il;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except Qt=lb) A=137,D=133. Ni1 GAI{C/� 1P0 � 39536 7, C15T1:1iC `S 0l"'ALC�G June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ;� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Wd' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MI fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPIf Duality Criteria,Ds6-Bg and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss' sType Qty 'Ply -PAC-3905 172nd St NE-Atli iglun-WA U7351466 25191 V81 GABLE 1 i _ Job Reference liutlsl Alliance Truss (CA), Abbotsford,BC-V2S 7P6. 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:04:58 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-PanYVw7b2uUFpCKgSZZPeayDgUaGIUUpyZ9GqDz7KkZ 19.9-0 19-9-0 i =1:33.2 E 4.12 i12 •� L i B 1 3x4 K J f H G LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Ud PLATES GRIP TCLL 25.0 plate Grip DOL 1.15 TC 0.30 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow-2 TCDL 13.3.0 Lumber DOL 1.15 BC 0.22 Vert(CT) n/a n/a 999 Rep Stress Incr YES WB 0.21 Horz(CT) 0.00 G n/a n/a BCLL 10.0 I Code 1BC2015ITP12014 BCDL 10.0 Matax-S I L Weight:65 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing- OTHERS 2x4 SPF No.2 REACTIONS. All bearings 19-9-0. (lb)- Max Harz A=187(LC 10) Max Uplift All uplift 100 lb or less at joint(s)G,H,1,J,K Max Grav All reactions 250 lb or less at joint(s)A,G except H=659(LC 3),1=457(LC 3),J=394(LC 2),K=378(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS E-H=-458/119,D-1=-316/108,C-J=-310/113,B-K=-286/102 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4)All plates are 1.5x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)G,H,1,J,K. N1,i (,A/((,�'9 19586 5'S. C� S1C),\'AL�� June 14,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not , a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing s ek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Mi l fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 quality Criteria,DSB•89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job 'Truss Type Oty iF ly `tP -=15172nd St NE-Arlinglon-WA 125191 IV82 GABLE 2 1 I U 1351467 Job Reference(oplionaJ Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Ii Tue JUn 11 14:04:68 2019 Pegs 1 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-PanYVw7b2u U FpCKgSZzPeayDa Ubul VLpyZ9Gq Dz7KkZ 17.8-16 17-8-15 t=1:30.5 D 4.12 :12 C � B A l I� i i 3x4 I H G F LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.18 Vert(CT) n/a n/a 999 BCDL 13.0 Rep Stress Incr YES WB 0.16 Horz(CT) 0.00 F rile n/a BCDL 10.0 BCDL 10:0 Code IBC2015/TP12014 Matrix-S Weight:56 lb FT=20% t _ LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 REACTIONS. All bearings 17-8-15. (Ib)- Max Horz A=167(LC 10) Max Uplift All uplift 100 lb or less atjoint(s)F,G,H,I Max Grav All reactions 250 lb or less at joint(s)A,F except G=588(LC 3),H=349(LC 20),1=517(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS D-G=-448/121,C-H=-281/100,B-1=-385/136 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25,0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)All plates are 1.5x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=1 O.Opsf. 8)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)F,G,H,I. GARC y 7. 39586 <(;ISf>L�ZC rss�a�tA�_�-`'��� June 14,2019 e WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek@)connectors This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only,Additional temporary and permanent bracing T ei<' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Mi l fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI1`TPl1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314, Bradford,ON,L3Z 3G7 job i'Iype Qty !Ply •PAU-39U5 1/2nd St NE-Arlington-WA 25191 IVB3 'GABLE 2 1 U1351468 Job Reference�iplional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6. 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:04:59 2019 Page 1 I D:rCTmK6i uyDTtyZuzrFbeDzl USd-tmLwiG8 DpBc6QMv10GVeBoU O3uw7UzKzADupMfz7KkY 15-8-15 15-8-15 A=1:27.3 4.12 ;12 I G J i 4i A�-- � n. 1 LI LI 3x4 I H G F I LOADING (psf) SPACING- 2-0-0 CSL ! DEFL. in (loc) I/defl Ltd PLATES GRIP TCLL 50 Plate Grip DOL 1.15 TC 0.27 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=25.0) TCDL 13.0 Lumber DOL 1.15 BC 0.18 Vert(CT) n/a n/a 999 BCLL 10.0 I Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 F n/a n/a BDOL 10.0 I Code IBC2015/TP12014 Matrix-S Weight:49 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 REACTIONS. All bearings 15-8-15. (lb)- Max Horz A=147(LC 10) Max Uplift All uplift 100 lb or less at joint(s)F,G,H,I Max Grav All reactions 250 lb or less at joint(s)A,F except G=561(LC 3),H=382(LC 1),I=380(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS D-G=-420/123,C-H=-303/115,B-1=-287/107 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1,10 3)Unbalanced snow loads have been considered for this design. 4)All plates are 1.5x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)F,G,H,I. 0@ A S// p Sri 39.586 V June 14,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekOO connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate[his design into the overall building design- Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Well always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing-of trusses and truss systems,see ANSI/TPI1 quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 [Job (Truss ;Type G1ly Ply )PAC-3905 172nd St NE-Arlington-WA U1351469 ;25191 VB4 GABLE 2 1 iJob Reference o tional. Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:05:00 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzl USd-Lzvlwc8raVlz2VUDazOtj?l ZJ IGODQ96PteMu5z7KkX i- 13-8-15 13.8-15 D Scale=1:26.6 �r21Hl+le 1.5x4 ii 4.12 12 C' H '� J 1.5x4 B/ A -•'iC. sf r 3x4 G F E 1.5x4 II 1.5x4 I! 1.5x4 I I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/dell Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.30 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=2 BCDL 13.3.0 Lumber DOL 1.15 BC 0.18 Vert(CT) n/a n/a 999 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 E n/a n/a BCDL 10.0 BCDL 10.0 Code IBC2015/TP12014 Matrix-S Weight:41 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No,2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 REACTIONS. All bearings 13-8-15. (Ib)- Max Horz A=127(LC 10) Max Uplift All uplift 100 lb or less at joint(s)E,F,G Max Grav All reactions 250 Ib or less at joint(s)A,E except F=448(LC 20),G=507(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS C-F=-375/121,B-G=-379/147 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)E.F,G. \v�v GAR h� J rn �+ 19586 � k� June 14,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTek AO connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Wei( is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Jpb (fuss s 1 ype luty IWIy -PAC-390b 1/2nd St NE-Arlington-WA U1351470 �25191 s iGABLE 2 1 1 � � Lob R9(erence(oDtbnap _ Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 6.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:05:01 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbe Dzl USd-pgTg7x9TLptggf3P7hX6G DZlu id kyudGeXNwRYz7Kk W 11-8-15 11-8-15 Scale=1:23.1 D 'i 4.12 112 1.5x4 II _ /f H � � I 1.5x4 B � � A 9x4 G F E 1.bx4 1.bx4 11 t.bx4 11 I Plete_Offsets(NY),— LOADING (psf) SPACING- 2-0-0 I CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=25.0) ( Lumber DOL 1.15 I BC 0.11 Vert(CT) n/a n/a 999 BBCLL 10.0 CDL 10.0 I Code IBC2015ITP12 14 Matrix-S WB 06 I Horz(CT) 0.00 E n/a n/a Weight:34 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 REACTIONS. All bearings 11-8-15. (lb)- Max Horz A=107(LC 10) Max Upllft All uplift 100 lb or less at joint(s)E,F,G Max Grav All reactions 250 lb or less at joint(s)A,E except F=467(LC 20),G=368(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS C-F=-383/139,B-G=-280/116 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)E,F,G. NVAS///� :h Ri.395lix 36 June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek(D connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate[his design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 10501 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 Quality Criteria,DSB-99 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job ITruss ),-S Type wy ;Ply ^ PAC-3905 172nd St NE-Arlington-WA U1351471 125191 VK1 'GABLE 1 ��L r lJob Reference O on4l Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MITek Induslrfes,Inc. Tue Jun 11 14:05:02 2019 Page 1 I D:rCTm K6iuyDTtyZuzrFbeDzl U Sd-H L12LHA5WhHpebhO2LpO6gK6_9hKHP5B7Tt_27KkV 10$ _ 9-0.0 1"_0 21-10.8 3-10-8 9-" 9-0-0 3-10-8 Scale=1:41.3 5x6 = 2.50 !12 E F G 3x5 = 0 _ W 3x5 = 5x6 B -U � N r.. T S R Q P O N M L 3x4 = 3x4 = 16-0.0 18-0-0 Plate Of(sotsp(,Y)- LOADING (psf) 25.0 1 SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL Plate Grip DOL 1.15 TC 0.58 Vert(LL) -0.10 K n/r 120 MT20 1971144 (Roof Snow=2 25' TCDL 10) Lumber DOL 1.15 BC 0.03 Vert(CT) -0.17 J-K n/r 120 BCLL 10.0 Rep Stress Incr NO WB 0.10 Horz(CT) -0.00 L n/a n/a BCDL 10.0 Code IBC2015/TP12014 I Matrix-S Weight:125 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF 210OF 1.8E TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, BOT CHORD 2x6 SPF I except end verticals. WEBS 2x6 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. B-T,J-L:2x4 SPF No.2,B-S,J-M:2x3 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. All bearings 18-0-0. (lb)- Max Horz T=-24(LC 19) Max Uplift All uplift 100 Ib or less at joint(s)Q,R,O,N except T=-208(LC 10),L=-216(LC 11),S=-283(LC 20), M=-283(LC 20) Max Grav All reactions 250 lb or less at joint(s)P,Q,S.O,M except T=665(LC 20),L=865(LC 20),R=282(LC 21),N=282(LC 22) FORCES. (lb)-May.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-T=-854/320,J-L=-854/324 WEBS R-U=-252/94,D-U=-260/95,C-S=-106/393,N-Y=-252/95,H-Y=-260/96,I-M=-109/393 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only, For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. �nR 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs (� non-concurrent with other live loads. NV/\.S/ !� 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 2-0-0 oc. ` 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 11)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. , iNi$6 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)Q,R,O,N , r'j. . except Qt=lb)T=208,L=216,S=283,M=283. June 14,2019 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling or individual truss web and/or chord members only.Additional temporary and permanent bracing Men! is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the i fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job I russ i Type ty Ply PAC-3905 172r1d SL NE-Atlinylun-WA U1351472 25191 VK2 GA18LE t 1 t IJob Reference(optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:05:03 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-IYbQYdBjtQ7YvzDoF6ZaLefwSVJOQnOY5gs1 VQz7KkU 3-10-8 9-" , 16-0-0 21-10$' r �70$ I 9-0-0 9.0-0 3-10-8 t Scale=1:41.3 5x6 2.50 j12 D 2x4 II ,-rT_ 2x4 II C f�l� EE 6x12 MT18HS = Q `r1�� �` �_-�R 6x12 MT18HS = �f t_` G 1. N M L K J f H 2x4 II 3x4 = 1.5x4 II 3x4 = 2x4 II 1.5x4 II 1.5x4 II 1 B-0-0 1&0-G Plate Offsets IXaY}-[B:0-3!A&22-0j�.[F:At3- -2_-q,[0:9-1-1E,aa5],IPP_0-1-12,a0.s]._ LOADING (psf) SPACING- 2-0-0 I CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.94 Vert(LL) -0.13 G n/r 120 MT20 197/144 (Roof Snow=2 1.1 13. Lumber DOL 0 5 BC 0.09 Vert(CT) -0.22 G n/r 120 MT18HS 197/144 BCLL 10.0 TCLL 13. Rep Stress Incr YES WB 0.07 Horz(CT) -0.01 H n/a n/a BCDL 10.0 I Code IBC2015/TP12014 Matrix-S Weight:86 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2`Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. B-L,F-J:2x3 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. All bearings 18-0-0. (lb)- Max Horz N=21(LC 10) Max Uplift All uplift 100 lb or less atjoint(s)K,L,J except N=-21O(LC 10),H=-216(LC 11) Max Grav All reactions 250 lb or less at joint(s)M,I except N=696(LC 20),H=696(LC 20),K=428(LC 2),L=397(LC 3),J=397(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-N=-764/297,F-H=-764/300 BOT CHORD M-N=-325/94,L-M=-325/94,I-J=-325/104,H-1=-325/104 WEBS D-K=-347/99,C-L=-331/103,E-J=-331/103 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)All plates are MT20 plates unless otherwise indicated. (�� GAR(, 6)Gable requires continuous bottom chord bearing. RYA 7)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide r G will fit between the bottom chord and any other members,with BCDL=10.Opsf. 9)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. - 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)K,L,J except Ot=lb)N=210,H=216. r� ,r� 39586 ;6 �ISTr�G NAt.ENC� June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 01-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall j�ek• building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the WOW fabrication,storage,delivery,eree8on and bracing of trusses and truss systems,see ANSUTPI1 Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 'lob Truss Type Qty Ply AC 3905172nd St NE Arlington WA U1351473 25191 IVK3 GABLE 1 1 � I 'Job Refen3nce_�aptlo Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8,310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:05:04 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-Ek9pmzBMekFPX7o_pp4purB6Svbz9FYiKUcalsz7KkT I_-3_104 _ 9-0-0 18-0-0 21-10-8 3-10.8 9-0-0 S-0-0 3.1" Scale=1:41.3 5x6 = 2.50 12 D ' 2x4 II r'-�_ _ 2x4 II l C -�� - --- �t E o? 4x6 = J I H 4x6 2x4 11 2x4 11 2x4 I I 18-0-0 18-0-0 Plate Offsets(X,Y}- [B:o-o offal-ljt j�;Ea ,a# LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 25,0 Plate Grip DOL 1.1 13. 5 TC 0.86 Vert(LL) -0.11 G n/r 120 MT20 197/144 (Roof Snow=2 Lumber DOL 1.15 BC 0.33 Vert(CT) -0.18 G n/r 120 BCDL 13.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 F n/a n/a BCDL 10.0 *BCDL 10,0 Code IBC2015/TP12014 Matrix-S Weight:84 lb FT=20 LUMBER- BRACING- TOP CHORD 2x6 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-3 oc purlins. BOT CHORD 2x6 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SPF No.2 REACTIONS. All bearings 18-0-0. (lb)- Max Horz B=-36(LC 11) Max Uplift All uplift 100 lb or less atjoint(s)I,J.H except B=-196(LC 10).F=-201(LC 11) Max Grav All reactions 250 lb or less at joint(s)except B=826(LC 20),F=826(LC 20),1=399(LC 1),J=432(LC 3). H=432(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS D-1=-298/83,C-J=-357/94,E-H=-357/95 NOTES- 1)Wind:ASCE 7-10;Vu1t=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Gable requires continuous bottom chord bearing. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)I,J,H except NN AS Qt=lb)B=196,F=201. N ~I• 39586 �i June 14,2019 e WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MiTek®conneclors,This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MAW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?Plf Quality Criteria,DSB-69 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 JOb f1f58 IType Qty Ply PAC-3905 172nd St NE-Arlington-WA U1351474 25191 74 GABLE 1 1 I JOb Reference(optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc Tue Jun 11 14:05:05 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzIUSd-iwiBzJC P1NG9HNAMXb2Q3kQNJ?PuilrZ8L7aJz7KkS 9-0-0 1.8-0-0 ' 9,ao aao Scale=1:28.9 4x4 = 2.50 12 C 1.5x4 11 1.5x4 11 B A `1 E r n 3x4 = H G F 3x4 1.5x4 11 1.5x4 11 1.5x4 II 18-0-0 180.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.12 Vert(CT) n/a n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 E n/a n/a BCLL 10.0 Code IBC2015/TP12014 Matrix-S Weight:43 lb FT=20 BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 REACTIONS. All bearings 18-0-0. (lb)- Max Horz A=-21(LC 15) Max Uplift All uplift 100 lb or less at joints)A,E,G,H,F Max Grav All reactions 250 lb or less at joint(s)A,E except G=336(LC 2),H=498(LC 3).F=498(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS C-G=-254/69,B-H=-3951118,D-F=-395/118 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)A,E,G.H,F. �,N GAC?C�9 G'1S F01- SS�U�'A[ Eck June 14,2019 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. • Design valid for use only with MiTekO connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall rek' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPl1 quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 !Job Truss Type Qly Ply iPAC-3905 172nd StiNE-Arlington-WA U1351475 35191 -- VK5 — GABLE 1 1 1 Job Reference nal Alliance Truss (CA). Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Ino. TUB Jun 11 14:05:052019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzlUSd-iwiBzJC_P1 NG9HNAMXb2C;3kPCJzzuikrZ8L7aJz7KkS 6-3-6 12-6-12 6-3-6 6-3-6 Scale=1:19.8 2.50 112- 45 II B _ I E �� _ F _ D 3x4 = 1.5x4 ll 3x4 124-12 12.6.12 Plate_Offsets 0-3- LOADING 0.3.0,0 LOADING (psf) SPACING- 2-0-0 I CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.35 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=2 BCDL 1 13.0 Lumber DOL 1.15 BC 0.21 Vert(CT) n/a n/a 999 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 C n/a n/a BCDL 100..0 BCDL 10.0 Code IBC2015/TP12014 Matrix-S Weight:27 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 REACTIONS. (lb/size) A=195/12-6-12,C=195/12-6-12,D=544/12-6-12 Max Horz A=13(LC 14) Max Uplift A=-26(LC 14),C=-28(LC 15),D=-24(LC 10) Max Grav A=204(LC 20),C=204(LC 21),D=565(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS B-D=-396/134 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1,33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8)_Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)A,C.D. Gf1RCIq S� WAS/! v iI �i lf•/Sl'E��' � June 14,2019 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 14II-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 11 Tek' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSPTP11 Qualify Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss ;Type Oly Ply -PAC-3905 172nd St NE-Arlington-WA U1351476 25191 VK6 Valle 1 1 y I JOb_Referenoe IfoQtional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6. 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:05:06 2019 Page 1 I D:rCTm K6iuyDTtyZuzrFbeDzl USd-A7GZAfDcALV7mQyNwE7 HzGHfajGRd8m?no5h6lz7KkR 2-11-13 _ 5.11.10 2-11-13 2-11-13 Scale=1:11.0 3x4 = 2.50 12 B A � C 3x4 = 3x4 S•11-10 5-11-10 Plate oRse.18 X,Y)-_e'aa - LOADING (psf) SPACING- 2-0-0 CSI. i DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.06 Vert(LL) n/a n/a 999 MT20 1971144 (Roof Snow=25.0) TCDL 13.0 Lumber DOL 1.15 BC 0.33 Vert(CT) n/a n/a 999 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 C n/a n/a BCDL 10.0 Code IBC2015/TPI2014 , Matrix-P Weight:91b FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-10 oc purlins. BOT CHORD 2x3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) A=170/5-11-10,C=170/5-11-10 Max Horz A=5(LC 14) Max Uplift A=-14(LC 10).C=-14(LC 11) Max Grav A=174(LC 2),C=174(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-B=-341/151,B-C=-341/151 BOT CHORD A-C=-139/323 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=67mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)A,C. 0!NAs 39586,E �kr� GI3Tt June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek@)connectors.This design is based only upon parameters shown,and is for an individual building component,not '• a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1(Duality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job fYSS l Type Qty Ply PAC 3905 172nd St NE-Arlington-WA U1351477 25191iGABLE 12 1�VP' I Job Reference[�plionel Alliance Truss (CA), Abbotsford.BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:05:07 2019 Page 1 I D:rCTmK6i uyDTtyZuzrFbeDzl U Sd-eJgxO?E ExfdzOa W ZU xeW W U pnb6g LM bJBOSq EeBz7KkQ f, 8-9-12 17-7-8 8-9-12 8-9-12 Scale=1:27.8 4x4 = 250 12 C ( 1,5x4 t` 1.5x4 11 I e �- A J— n ,..; ` 3x4 = H G F 3x4 1.5x4 II 1.5x4 I': 1.5x4 II 17-7-8 17-7-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 I TC 0.23 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=2 BCDL 13.3.0 Lumber DOL 1.15 + BC 0.09 Vert(CT) n/a n/a 999 BCDL 10.0 Rep Stress Incr YES I WB 0.05 Horz(CT) 0.00 E n/a n/a BCDL 10.0 Code IBC2015ITP12014 Matrix-S Weight:40 lb FT=20% _ LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 REACTIONS. All bearings 17-7-8. (lb)- Max Horz A=-19(LC 19) Max Uplift All uplift 100 lb or less at joint(s)A,E,G,H,F Max Grav All reactions 250 lb or less at joint(s)A.E except G=363(LC 2),H=445(LC 20),F=445(LC 21) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown, WEBS C-G=-271/75,B-H=-359/107,D-F=-359/107 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)A,E,G,H.F. 39586 , r �r•�, GIST1-- V. SS/O N,,k L'V-1 June 14,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll•7473 rev.1 010 312 01 5 BEFORE USE. Design valid for use only with MiTek@ connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate[his design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSYTPIf quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 IJOb Truss t Type Gly Ply PAC-3905 172nd St NE-Arlington-WA U1351478 )25191 VP2 Valley 12 1 Job Reference(Optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MITak Industries,Inc, Tue Jun 11 14-:05:07 2019 Page 1 I D:rCTmK6i uyDTtyZuzrFbeDzl USd-eJgxO?EExfdzOa WZUxe W W U pmi6f_MbJ80Sq EeBz7KkQ _ 5-10-5 11-8-11 5-10-5 5-10-5 Scale=1:18.5 4x4 11 2,50 12 B N A �.,fl �_ C .t Li D 3x4 = 1.5x4 11 3x4 5-10-5 11-8-11 5-10-5 5-10-5 Plate_offsets,(x,Y}- W.0-2-12,9-2q— ---- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lld PLATES GRIP TCLL (Roof Snow=2 25. Plate Grip DOL 1.15 TC 0.29 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 13.0 Lumber DOL 1.15 BC 0.18 Vert(CT) n/a n/a 999 BCLL 10.0 Rep Stress Incr YES I WB 0.05 Horz(CT) 0.00 C n/a n/a BCDL 10.0 Code IBC2015/TPI2014 I Matrix-S Weight:24 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, WEBS 2x4 SPF No.2 REACTIONS. (lb/size) A=178/11-8-11,C=178/11-8-11,D=497/11-8-11 Max Horz A=12(LC 18) Max Uplift A=-24(LC 14),C=-25(LC 15),D=-22(LC 10) Max Grav A=185(LC 20),C=185(LC 21),D=516(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS B-D=-362/125 NOTES- 1)Wind:ASIDE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25,0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1,10 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)A.C,D. P�. GA/?(- WAS/" . i. 0 . 395815 STL� 6SIU June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall f building design.Bracing indicated is to prevent buckling or individual truss web and/or chord members only.Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314, Bradford,ON,L3Z 3G7 JOb Truss Type y !PlyPAC-3905 172nd St NE-Arlington-WA U1351479 25191 VP3 Valley 12 I 1 I �lOb Reference(opilonell) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:05:08 2019 Page 1 ID:rCTmK6iuyDTt yZuzrFbeDzIUSd-6VOJbLFshylgOk512fgl2hM?9Wzl52GIF6aoAez7KkP 2-10-15 5-9-14 2-10-15 2•10.15 Scale=1:10.8 3x4 = 2.50 +12 B �. �� C A _ 3x4 _ 3x4 5.9-14 5-9-14 Ptak onsets K-107 1k,0-2-0.Ed"I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.30 Vert(CT) n/a n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 C n/a n/a BCDL 10.0 BCDL 10.0 Code IBC2015/TP12014 Matrix-P Weight:9 lb FT=20 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-14 oc purlins. BOT CHORD 2x3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) A=163/5-9-14,C=163/5-9-14 Max Horz A=-4(LC 19) Max Uplift A=-13(LC 10),C=-13(LC 11) Max Grav A=167(LC 2),C=167(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-326/145,B-C=-326/145 BOT CHORD A-C=-133/309 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASIDE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi, 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)A.C. 'AS/ y K June 14,2019 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev,10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors,This design is based only upon parameters shown,and is for an individual building component,not a[fuss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and[o prevent collapse with possible personal injury and property damage. For general guidance regarding the iTek* fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON.L3Z 3G7 woo Truss t Type ow Ply PAC-39U5 172nd St NE-Arlington-WA U1351480 P5191 VP4 valley /2 1 I I (Job Reference O�tio.nel _ Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Im Tue Jun 11 14:05:08 2019 Page 1 ID:rCTmK6iuyDTtyZuzrFbeDzl USd-6VOJ bLFshylgOk512f912h MurW_N52RI F6aoAez7KkP 6-0-3 12-0-6 6-0-3 6-0-3 Scale=1:19.0 4x6 3.69 12 9 E / '� ��� F C Ey i Y •�. _ D 3x4 1.5x4 II 3x4 60-3 12.0.8 &0.3 8.0.3 Plate Offsets V,Y}_IB:0.",d-2•41! _ — LOADING (psf) SPACING- 2-0-0 I CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.45 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=25.0) 3.0 Lumber DOL 1.15 BC 0.23 Vert(CT) n/a - n/a 999 TCDL 110.0 1 .0 Rep Stress Incr YES f WB 0.05 Horz(CT) 0.00 C n/a n/a BCDL 10.0 Code IBC2015ITP12014 Matrix-S Weight:27 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 SPF No.2 JOINTS 1 Brace at Jt(s):B WEBS 2x4 SPF No.2 REACTIONS. (lb/size) A=206/12-0-6,C=206/12-0-6,D=556/12-0-6 Max Horz A=-20(LC 15) Max Uplift A=-28(LC 10),C=-30(LC 15),D=-27(LC 10) Max Grav A=214(LC 20).C=214(LC 21),D=579(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS B-D=402/135 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25,0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)A,C,D. 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ��ll� ,`� (/AID •I 39586 t� �n CCi1S'1'�RG .`�• C At.F��` June 14,2019 AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MY-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,nor . a truss system.Before use,the building designer must verify the applicability or design parameters and properly incorporate[his design into the overall building design.Bracing indicated is to prevent buckling or individual truss web andlor chord members only.Additional temporary and permanent bracing Mire k' is always required for stability and to proven,collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 IJob �Tntss I Type Q=g Ply AC-3905172nd St NE-Ar1WgW.-WA U1351481 25191 NP5 �/8gey 12 1 II I+ iJob Refwrep (optional} Allience Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MITek Industries.Inc. Tue Jun 11 14:05:092019 Page 1 I D:rCTm K6iuyDTtyZuzrFbeDzl U Sd-ahyipg F U SGthdugybMg_bvv7kwM IgVxRTmJ Lj4z7KkO 4.7--15 9-3-14 4-7-15 4-7-15 Scale=1:16.8 4x4 = 3.69 1,12 6 Efn � F C'A �- D 2x4 1.5x4 it 2x4 4-7-15 8 3 14 4-7-15 4-7-15 PIeIs OHse4s(X,Y�_8�.0-2-0000.2-4I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.19 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.13 Vert(CT) n/a n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 C n/a n/a BCLL 10.0 Code IBC2015ITP12014 Matrix=S Weight:20 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 REACTIONS. (lb/size) A=151/9-3-14,C=151/9-3-14,D=407/9-3-14 Max Horz A=-14(LC 15) Max Uplift A=-20(LC 10),C=-22(LC 15),D=-19(LC 10) Max Grav A=155(LC 20),C=155(LC 21),D=423(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten,-All forces 250(Ib)or less except when shown. WEBS B-D=-294/108 NOTES- 1)Wind:ASCE 7-10;Vult=11 Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1,33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category It;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing, 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)A.C,D. NVAS y. ,r 9586 '/• �LJS1'GR�" fi' tC, .. June 14,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE 01-7473 rev.10/0312015 BEFORE USE. Design valid for use only with MiTekOO connectors.This design is based only upon parameters shown,and is for an individual building component,not , a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIi Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Bradford,ON,Road 3G7 Job Truss i Type oty Ply PAC-3905 172nd St NE-Arlington-WA U1351482 25191 VP6 Valley 4 1 ._ Job Reference o tionel Alliance Truss (CA). Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:05:10 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-2u W40OG6Qa?Y F2F894BD76 RGi KhYZyOaiQ3u F W z7KkN 5-11-11 11-11-6 5.11.11 5-1Y-11 Scale=1:18.9 = 2,50 j12 4x5 13 E F L: I Ar- r D 3x4 = 1.5x4 II 3x4 5-11-11 11-11-6 11.11 511.11 Plate Of[sets[X,Y)- [3s0-2-S.0-2-52 LOADING (psf) SPACING- 2-0-0 I CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 13.0) Plate Grip DOL 1.15 TC 0.30 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=2 Lumber DOL 1.15 BC 0.19 Vert(CT) n/a n/a 999 TCDL 3.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 C n/a n/a BCLL 10.0 BCDL 10.0 Code IBC2015/TPI2014 Matrix-S Weight:25 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 REACTIONS. (lb/size) A=183/11-11-6.C=183/11-11-6,D=510/11-11-6 Max Harz A=-12(LC 15) Max Uplift A=-25(LC 14),C=-26(LC 15),D=-23(LC 10) Max Grav A=190(LC 20),C=190(LC 21),D=529(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS B-D=-371/128 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)A,C,D. GA1(,ZI ��4p� ASl/7�C^O 7 39586 vk� �f< UISTI:�� SS�U�'ALGNi� June 14,2019 AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK RFFIERANCE PAGE MIJ-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek@ connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability or design parameters and properly incorporate[his design into the overall t building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek•is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Qualify Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Jots rues Type pty `Ply ; AG3905 172r1d St NE Arlington-WA i U1351483 125191 1VP7 ,1f911tsy q t I Job Reference(op)ional) Alliance Trued: (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MITek Industries,Inc.Tue Jun 11 14i05102019 Pegg 1 I D:rCTmK6iuyDTt_rZuzrFbeDzl USd-2uW400G6Da?YF2FB94BD76Rl9KXUZylaio3uFWz7KkN 3-11-11 7-11-6 3-11-11 3-11-11 Scale=1:14.5 3x4 = 2.50 �12 B 3x4 _ 3x4 7-11-6 Plate Offsets(X Y)-- 1B:0-2-0 Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 115 TTIC0.15 Vert(LL) n/a n/a 999 MT20 1971144 (Roof Snow=25,0) Lumber DOL 1..15 BC 0.77 Vert(CT) n/a n/a 999 TCDL 13.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 C n/a n/a BCLL 10.0 Code IBC2015/TP12014 l Matrix-P Weight:13 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) A=265/7-11-6,C=265/7-11-6 Max Horz A=7(LC 18) Max Uplift A=-22(LC 10).C=-22(LC 11) Max Grav A=272(LC 2),C=272(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-B=-531/216,B-C=-531/216 BOT CHORD A-C=-198/503 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)A,C. ��r ire 39586 \ sslOA'A 1.��'�, June 14,2019 ®WARNING-Verify design parameters and READ NO rES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not • a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 IJub ,Truss s Type City '.Ply PAC-3905 17211d St NE-Atliriglun-WA U1351484 '25191 X1 ROOF SPECIAL 309 1 ' I Job Reference(opUOnel) _ Alliance Truss (CA). Abbotsford.BC-V2S 7P8, 8.310 s May 22 2019 MITek Industries,Inc.Tue Jun 11 14.,05.11 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl U Sd-W44SEMH I_t7 PtCq Kjn iSg K_Q_k2ol Pykx4oSnyz7KkM -1-6.0 3-10-8 7-" 1-6-0 3-10-8 3-2-0 0.25 112 Scale=1:17.3 2x4 11 3x5 = A B C D r f� �a a �� is F 3x4 = E 3x5 G VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL LOADS IMPOSED BY SUPPORTS(BEARINGS). Plate OHseis(X,Y_j6:0 2.8,0 0.81,IE 0 2-�).01-$1_[E:0-2-4.0.1.87 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.01 E-F >999 240 MT20 1971144 (Roof Snow=25.0)13.0 Lumber DOL 1.15 BC 0.12 I Vert(CT) 0.02 E-F 1999 180 BCDLL 10.0 Rep Stress Incr Code IBC2015/TPI2 14 Matrix MP I Horz(CT) 0.00 G n/a nla Weight:19 lb FT=20% BCDL 10.0 ! LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2"Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. C-G:2x6 SPF No.2 REACTIONS. (lb/size) B=295/0-6-0,D=101/Mechanical,G=320/0-5-8 Max Horz B=-18(LC 10) Max Uplift B=-46(LC 9),D=-27(1_.0 13),G=-1(LC 13) Max Grav B=330(LC 18),D=101(LC 1),G=320(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD E-G=-320/128,C-E=-284/145 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)This truss has been designed for greater of min roof live load of 20.0 psi or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8)Refer to girder(s)for truss to truss connections. 9)Bearing at joint(s)G considers parallel to grain value using ANSIfrPI 1 angle to grain formula. Building designer should verify WAS/ capacity of bearing surface. l �; 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,D,G. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)B. r 12)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 39586 - l GIS Tt June 14,2019 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. �^ Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not • a truss system.Before use,the building designer must verify the applicability or design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI1TPl1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road I Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 IJob FUSS Type Qty Ply j U1351485 PAC-3905 172nd St NE-Arlington-WA 125l91 %2 Roof Special 7 1 Job Reference(optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:05:12 2019 Page 1 I D:rCTmK6iuyDTt_yZuzrFbeDzl USd-?GdgRi INI BFG U LP W H V Dh DXXbm7N91 s?tAkY?J Pz7KkL -1-6-0 -0-6-0 3-9-2 1-0-0 0-6-0 3-9-2 A 2x4 I 0.25 112 Scale=1:11.6 B C 3x5 I I o I r D E 3x5 3x4 = I� to 1 F VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL ' LOADS IMPOSED BY SUPPORTS(BEARINGS). i I Plate Offsets LOADING (psf) SPACING- 2-0-0 ` CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.01 D-E >999 240 MT20 197/144 (Roof Snow=2 3.0 Lumber DOL 1.15 BC 0.12 Vert(CT) -0.02 D-E >999 180 BCDL 13. Rep Stress Incr YES WB 0.02 Horz(CT) 0.00 F n/a n/a BCDL 10-0 BCDL 70.0 Code IBC2015lTP12014 Matrix-MP Weight:15 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-2 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. C-F:2x6 SPF No.2 REACTIONS. (lb/size) B=315/0-6-0,F=136/0-5-8 Max Horz B=-35(LC 8) Max Uplift B=-57(LC 9),F=-7(LC 13) Max Grav B=328(LC 18),F=145(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8)Bearing at joint(s)F considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. ���ti GAR(�f 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,F. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)B. Cl' lr,1 11) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 39586 GIST 7 l NA l.�r��\ June 14,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE Design valid for use only with MiTek®connectors,This design is based only upon parameters shown,and is for an individual building component,no( • a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �A building design. Bracing indicated is to prevent buckling or individual truss web and/or chord members only. Additional temporary and permanent bracing MI TOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIi Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Instilute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 J04 jT"Jus s Type Qly ]Ply PAC-3905 17211d St NE-Adinylwl-WA U1351486 25191 'X3 (ROOF SPECIAL 14 1 I Jolt Reference o tonal Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MITek Industries,Inc. Tue Jun 11 14:05:12 2019 Page i I D:rCTmK6iuyDTtyZuzrFbeDzl USd-?Gdq Ri I NIBFG U LP W H VDhDXXcN7Ln 1 sAtAkY?J Pz7KkL ♦ -1-6-0 4-8-0 8-3-4 1-6-0 4-8-0 3-74 Scale=1:19.7 0.25 L 2 2x4 3x4 A B C D 19 1 m m IL v F 3x4 = E 1.5x4 11 Plate Offsets MY)- (B:0 2.8,0 0.81_ LOADING (pof) SPACING- 2-0-0 CSI. DEFL. in (IOC) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 115 TC 0.29 Vert(LL) -0.02 E-F >999 240 MT20 197/144 (Roof Snow=25.0) I Lumber DOL 1:15 BC 0.20 Vert(CT) -0.05 E-F >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.01 Horz(CT) 0.00 E n/a n/a BCLL 10.0 Code IBC2015ITP12014 Matrix-MP Weight:21 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) B=328/0-6-0,D=102/Mechanical,E=397/0-3-8 Max Horz B=-18(LC 10) Max Uplift B=-48(LC 9),D=-27(LC 13).E=-75(LC 13) Max Glav B-339(LC 18).D-102(LC 1),E-397(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD C-E=-352/179 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,D.E, ,�p,1,4 GAIt��� 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)B. +PAN/ 11) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. ``0, stir 39586 `4c, AU 1ir'L'1 June 14,2019 &WARMING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MN-7473 rev.10/03/2015 BEFORE USE. MM J Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not I a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall I building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek• fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 !Job TMISS s Type Oty y PAC-3905 172nd St NE-Arlington-WA U1351487 125191 X4 Roof Special 15 1 L !Job Reterertce_ Donal Allianoe Truss (CA). Abbotsford.BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:05:13 2019 Page 1 I D:rCTm K6iuyDTtyZuzrFbeDzl USd-TTBCe2l?W U N76VJgClwll3maXjgmJS 1 OOHYsrz7KkK -1-6-0 3-4-8 1-6-0 3-4-8 A 0.25 112 3x4 = Scale=1:9.6 2x4 11 B C 6 i U - E D 3x4 = 1.&A 11 -0-6-0 r 3-10.8 Plate Offsets WO-2-8.0-0-81 LOADING (psf) SPACING- 2-0-0 CSI, DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.01 D-E >999 240 MT20 1971144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.10 Vert(CT) -0.01 D-E >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 D n/a n/a BCLL 10.0 Code IBC2015/TP12014 Matrix-MP Weight:13 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) B=305/0-6-0,D=121/Mechanical Max Horz B=-18(LC 10) Max Uplift 6=-52(LC 9),D=-9(LC 13) Max Grav 6=326(LC 18),D=130(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,D. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)B. (� GAIl('�r 11)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. NNAS y 39 r x �J% �STg6��, June 14,2019 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mit-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web andlor chord members only.Additional temporary and permanent bracing PITek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI1TPl1 quality Criteria,DSB-Bg and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Job Truss :Type Qly Ply PAC-3905*172nd St NE-Arlington-WA U1351488 25191 X5 Roof Special 52 I 1 _ I Job Reference(optional, Alliance Truss ((5A), AtHlolsford,BC-V2S 7P8, 8.310 s May 22 2019 MiTek Industries,Inc.Tue Jun 11 14:05:14 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-xflbsOJd HoV_kfZvOwG9lycxEx2MVIjAd216OHz7KkJ 1 -1-6-0 l 3-10.8 i 1-6-0 3-10-8 Scale=1:23.1 F 0.25 112 m V 2x4 � A A B 3x8 I M I r E3x4 = D 3x5 = Tr; o d VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL LOADS IMPOSED BY SUPPORTS(BEARINGS), 41$0 r 4-4-8 Plate Offsets QX Y),_ �s_D-2z�s.aa:;��I0:a3-8,0-1-01,(0_o-2-4.0-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.01 D-E >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.13 Vert(CT) -0.02 D-E >999 180 BCDL 13.0 BCDL 10 Rep Stress Incr YES I WB 0.07 I Horz(CT) 0.00 G n/a file BCDL 1010 0 * Code IBC2015/TP12014 Matrix-MP Weight:20 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. F-G:2x6 SPF No.2 REACTIONS. (lb/size) B=320/0-6-0,G=142/0-5-8 Max Horz B=-125(LC 8) Max Uplift B=-101(LC 8),G=-41(LC 9) Max Grav B=329(LC 18),G=164(LC 23) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category Il;Exp B;Partially Exp.;Ct=1.10 3)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8)Bearing at joint(s)G considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)G except Qt=lb) �rAS//, q B=101. L1 �� 10) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s)B. 11)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. r 39586_ June 14,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.1W0312015 BEFORE USE, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ,Y„'Q^• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 1 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 IJob fTnas IIIType Qty Ply ! AC43M 172nd St NE-Arlington-WA 125191 IXti IRtaof Special 38' 1 U1351489 Reference c tlof%0A Alliafua Truss (CA), AbboWord,BC-V2S 71128, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:05:14 2019 Page 1 I D:rCTmK6iuyDTtyZuzrFbeDzl USd-xflbsOJd HoV_kfZvOwG9lycytx3 VVm UAd216OHz7KkJ f •1$0 -0-5-12 _ 3-10-8 1-0-4 0-5-12 3-10-8 A 2x4 1', 0.25 J2 Scale=1:11.6 B C d 3x5 �i I� o I I i r � I D E 3x5 = 3x4 = m r 0 i F VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL �}\� LOADS IMPOSED BY SUPPORTS(BEARINGS). r'1 Plate Offsets„(X�YJ-^_(B_0 0-0_8],�c a2-4,a1-a��[n a2-4,ai� LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25,0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) -0.01 D-E >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.12 Vert(CT) -0.02 D-E >999 180 TCDL 13.0 Rep Stress Incr YES WB 0.02 Horz(CT) 0.00 F n/a n/a BCLL 10.0 * I Code IBC2015/TP12014 1 Matrix-MP Weight:16 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing- C-F:2x6 SPF No.2 REACTIONS. (lb/size) B=320/0-5-8,F=142/0-5-8 Max Horz B=-35(LC 8) Max Uplift B=-57(LC 9).F=-8(LC 13) Max Grav B=329(LC 18),F=151(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8)Bearing at joint(s)F considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. \}�� GAI?C., 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,F. 'S C \IA -9 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)B. C� __ �A. 11)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 4, 34586 June 14,2019 A WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MR-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek@ connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ;� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314, Bradford,ON,L3Z 3G7 IJob ITI Ss a Type caty 'fly f AC-3005 172nd St NE-Arlington-WA U1351804 125191 2111 GABLE 1 Job Reference(optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s Jun 11 2019 MiTek Industries,Ina Tue Jun 1S 12:41.092019 Page 1 I D:rCTmK6i uyDTt_yZuzrFbeDzl USd-pgnjH RZt8YJkR800GhmwT98rDgTRc86s4ay?F4z52J8 3-6-10 7.1.4 3-6-10 3-6-10 0.25 '�,12 Scale=1:14.7 3x4 = A B C Li i D E 3x4 = 3x4 = 7-1.4 Plate Offsets{XrY1 [F:0-1-15,0.0-31,IF:0-1-15,0-1-11 _ LOADING (psf) SPACING- 2-0-0 CSL DEF'L. In (loc) I/detl L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 i TC 0.18 Vert(LL) 0.14 D-E >610 240 MT20 197/144 TCDL 13. 0) Lumber DOL 1.15 BC 0.56 Vert(CT) -0.27 D-E >305 180 Rep Stress Incr YES WB 0.14 Horz(CT) 0.00 D n/a n/a BULL 10.0BCLL 10.0 Code IBC2015/TP12014 Matrix-MP I Weight:27 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x3 SPF No.2 REACTIONS. (lb/size) E=331/Mechanical,D=331/Mechanical Max Horz E=50(LC 9) Mex Uplift E--42(LC 8),D--33(LC 12) Max Grav E=340(LC 2),D=340(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. BOT CHORD D-E=-181/316 WEBS B-E=-355/180,B-D=-355/184 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 4)Provide adequate drainage to prevent water ponding. 5)All plates are 1.5x4 MT20 unless otherwise indicated. 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. L.GAt/ 8)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �1N NS will fit between the bottom chord and any other members,with BCDL=10.Opsf. �� ��W"ASy� 9)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. �L• ,j 10) Refer to girder(s)for truss to truss connections. �Q 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)E,D. 2 k 43QC5 C 1 STl.18� fit' SS'O. Al, June 18,2019 ®WARNING-Verify design parametors and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors,This design is based only upon parameters shown,and is for an individual building component,not a truss system-Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing e'I• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1k fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI1TPI1 Quality Criteria,DSB-89 and SCSI Building Component 100 Industrial Road Safety information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 fu84 I Type (Ay IPIy PAC-M 172nd St NE-Arlington-WA U1351805 :91 iZ2 iMOnoptich 5 f 1 ,lob Reference(optlOLM Alliance Truss (CA). Abbotsford.BC-V2S?P6. 8.310 s Jun 11 2019 MiTek Industries,Inc. Tue Jun 18 12:41:10 2019 Page 1 I D:rCTmK6iuyDTt_yZuzrFbeDzl USd-HsL5VnZWvrRb3laDgOH9?NhOzDpgLbMOJEhYoWz52J7 3$10 7-1.4 3-6-10 3-6-10 0.25 12 Scale=1:14.8 1.5x4 11 3x4 = 1.5x4 II A B C i D E 3x4 = 3x4 = 74-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.18 Vert(LL) -0.14 D-E >610 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.56 Vert(CT) -0.27 D-E >305 180 BCDDL 13.0 • Rep Stress Incr YES I WB 0.14 Horz(CT) 0.00 D n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-MP 1 Weight:25 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) E=331/Mechanical,D=331/Mechanical Max Horz E=50(LC 9) Max Uplift E=-42(LC 8),D=-33(LC 12) Max Grav E=340(LC 2),D=340(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. BOT CHORD D-E=-181/316 WEBS B-E=-355/180,B-D=-355/184 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)E,D. GA � NOo WAS/,ZA 41 �r y 43065 ass10"gAL1111 June 18,2019 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system,Before use,the building designer must verify the applicability of design parameters and properly incorporate[his design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIf Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 Trutuc a Type Qty tPty PAC-3905 172nd SL NE-ArlinyLun-WA U1351806 26151 23 GABLE 2 I 1 1 I [lob Reference(optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s Jun 11 2019 MiTek Industries,Inc. Tue Jun 18 12:41:11 2019 Page 1 I D:rCTm K6i uyDTtyZuzrFbeDzl U Sd-12vUi7a8g9ZSgS9PO5oOYaE63dC_4219XuR6Kyz52J6 6.6.11 11-1.6 5.6.11 5-6-11 0.25 !12 Scale=1:18,3 3x4 = 3x4 = 2x4 11 B C A I Ijr�l D F 3x4 = i` 9xL_4•�'=.11 1.1 4 1-" 11-1.6 74-1 04-12 3-9-6 Plats ORsats(X.Y)-_(F:0-112.0-1-I) LOADING (psf) I �' LOADING 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.48 Vert(LL) -0.07 E-F >999 240 MT20 197/144 TCDL 13.0 Lumber DOL 1.15 BC 0.36 Vert(CT) -0.15 E-F >582 180 BCLL 10.0 • Rep Stress Incr YES WB 0.18 Horz(CT) 0.00 D n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-MS Weight:42 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x3 SPF No.2 REACTIONS. (lb/size) D=91/Mechanical,F=304/Mechanical,E=652/0-5-8 Max Horz F=52(LC 9) Max Uplift D=-12(LC 12),F=-39(LC 8),E=-67(LC 12) Max Grav D=91(LC 1).F=31O(LC 2),E=675(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. BOT CHORD E-F=-121/256 WEBS B-E=-589/224 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp,;Ct=1.10 4)Provide adequate drainage to prevent water ponding. 5)All plates are 1.5x4 MT20 unless otherwise indicated. 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. I- GAI.IN 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ,f will fit between the bottom chord and any other members,with BCDL=10.Opsf. 10 nF WAS& 9)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 10) Refer to girder(s)for truss to truss connections. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)D,F,E. L 11 43065 O �C 'GIST _V" sSIGNAL June 18,2019 AIKARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek@ connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 Quality Criteria,DSB-89 and BCSI Building Component 100 Industrial Road Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bradford,ON,L3Z 3G7 IJob Truss Type oty 'Ply AC3905172ndStNE-ArlingtOrt-WA U1351807 ;5191 i2A Mompilch 1 b Reference(O-pllGleq Alliance Truss (CA), AWM(Ofd,SC-V2S 7P6, 8.1310 s Jun 11 2019 MiTek Industries,Inc. Tue Jun IS 12:41:11 2019 Pegg 1 I D:rCTm K6iuyDTtyZuzrFbe Dzl U Sd-12vU i7a8g9ZSgS9PO5oOYa E63d C_4219Xu R6 Kyz52J6 5-6.11 11-1-6 5-6-11 ' 5-6-11 0.25 112 Scale=1:18.6 3x4 = 3x4 = 2x4 11 B C A — -- 17—1 Fil- 1 r \ in, D 1- F 3x4 = E 1.5x4 II 3x4 = 7-1-4 74-Q 11-1-6 { 7-1-4 0-2-12 3-9-6 Pttate Oftets(X,Y)—;.[F - -12�0-1-a LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.48 Vert(LL) -0.07 E-F >999 240 MT20 197/144 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.36 Vert(CT) -0.15 E-F >582 180 BCDDL 13.0 Rep Stress Incr YES WB 0.18 Horz(CT) 0.00 D n/a n/a BCDL 10.0 Code IBC2015/TP12014 i Matrix-MS Weight:37 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) D=9 1/Mechanical,F=304/Mechanical,E=652/0-5-8 Max Horz F=52(LC 9) Max Uplift D=-12(LC 12),F=-39(LC 8),E=-67(LC 12) Max Grav D=91(LC 1),F=310(LC 2),E=675(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. BOT CHORD E-F=-121/256 WEBS B-E=-589/224 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1,33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.10 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)D,F,E. �J t- GA[/N S >� ��V►'ASy� •�i i A.. r �G k 4300 O �crs7T•.W SSION L . June 18,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE 11111-7473 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTek®connectors,This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Et building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bra Industrial Road Bradford,ON,L3Z 3G7 Job Truss :Typo ally !Ply PAC-3905 172nd St NC-Arlington-WA I U1351494 25191 Z5 IMonopitch 8 1 ' Job Reference(optional) Alliance Truss (CA), Abbotsford,BC-V2S 7P6, 8.310 s May 22 2019 MiTek Industries,Inc. Tue Jun 11 14:05:18 2019 Page 1 I D:rCTmK6iuyDTt_yZuzrFbeDzl USd-pQ?5il M8L10QCGsgdIK5SonYWYJ KRakmYg?JX2z7KkF -1-10-8 6-7-0 1-10-8 6-7-0 1.5x4 11 Scale=1:16.5 C �f I 4.12 112 / l H N B 7 !,l o �A _ ' _ _ _D. V 3x5 = 1.5x4 II B-7-0 6-7-0 Plate OffsetsSX,Y)- (8tOg0-4,�Edpe� _ LOADING (psf) TCLL 25.0 SPACING- 2-0-0 I CSI. DEFL. In (loc) I/detl Ltd PLACES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 ' TC 0.70 Vert(LL) -0.12 D-G >653 240 MT20 197/144 TCDL 13.0 Lumber DOL 1.15 BC 0.51 Vert(CT) -0.22 D-G >346 180 BCLL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 B n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-MP i Weight:19 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x3 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) D=290/Mechanical,B=474/0-5-8 Max Horz B=90(LC 10) Max Uplift D=41(LC 14),B=-90(LC 10) Max Grav D=331(LC 3),B=487(LC 21) FORCES. (lb)-Max.Comp./Max,Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=4.2psf;BCDL=5.Opsf;h=36ft;Cat.11;Exp 8;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.9 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)D,B. tti GA llc//+ SSIC)NALA:-1 June 14,2019 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. MM Design valid for use only with MiTek@ connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Tek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Bra Industrial Road 1 Bradford,ON,L3Z 3G7 . 1 :, w .cf)coo � c m � -� r e v r d D m D m D 6� z N o m I I r0 N O r N O n j M C)�G7Wp�Z 7 W n m o a'W O N C C CD N ci X m C 7 D gQZ-• od D oa p �. Inum rn n 3 � ryII �� O GI - I -� as�On�� p _�� min �� Q Z �o �,� p m s CDC m I rn v D_Oo (� Z pW 003 � CD (On, � m -o o-� m �' ) CD (n CD cN 3� m' (o °7O CL-0 En D i O_-0 N (9, N. N n'C ,x.'N r (p p 3�. W CD y A �< N (D Z 04.�:0, C O � (D v � M.Q O (o (n3 rty c, CL o ox av G CCC c,- :0, �-0 rn � mvm C° m c D m � 0 3 ,-o D mom O �O S S(D p �-(D 3 S S Cn v Q d d Q (D CD �N °('D C.) cO * m goo 9 �6Cn 'i m o c � m m� �. En °'D cr n � �m � v0, N o m n. N. Q �' v 3 O Q CD m C N p'L2 oO � a 06.m d 0 z co � Dwo' �°' a QDo q_0o' o � o' CD (D _ 9 O �� � CD � � � o � m 5-ate D !n 7 O(c 7 O O (n S N CD-O (n• (D N_(n C _ 3 N ]•' C d a 0 p 0 to (D ti m �'COD O O N CD O O a O O m 5. � y o n Q m o.� v oCiCD No M.m m 9 N X' (n z (O .N-. (p n p' (D O N 7 C-O N 7' CD O (D (n C c �_ 0 Q V' N CD C `G O C O p' O -(N O (n N (n S CD m m c m m n Z D TOP CHORD c Tcn n � �= m�2 00 fll � 0. 6 N w� O co rc-Z1 C1-8 o �' � CCD C CD ow mo mZm �� Q Cn 1 j m o c�n� -T(oD 2 CD CD m m @ A i ��. N a J In v (D ccnm _0 (1 m9 mm ? �` A CC) cfl o m O 1* -+m O 00 o CD m Cn w� m �m cm co CD S CD N CC m W y W cn� O C7 ul D Cn Cn y �+ _ (D9 C (D m• CD (D N N D r W2-7 O N n.� v n p m m -1 K O T a � CD s f a O �7(!� O 0 X Z m � m m 0 U) CD O w CD D Z Z 3 = \\ UD O N�D N P a �� r i �m A 3' m o m m �m ® � (o U) O o) � 0 1 o Cl) M. -4 F °� w m m ' w O O w N m C_i x x y � OD Z O-i 0 B. CD m Z m Cn xCD < _ CD o m rn W9.6 w � 3 o o O Do m o N N S M A n k- j °�' z CD m e a y� CD cn o CD C CP CD (On -1 C C4-5 A N a CD o m TOP CHORD 71 j (DZ��_m.•N(c3°NonouCeJ�ni. wJJ'~'(maNQCA�cm �?aJMQ aoc°ti (<-nND o(aD �0J-000�Oo (omJO(7D oJN WQN(D0 (o-N 3'crNJ c5, �JJQaJ p°n1 m 0o7i N �Cm(J1 Om CID'N 50� oN. DaZJ~NN'OT . N < o O cD m mm NW CDom �(n - � °' � ° ^ 3om m m m (JD3 _0 D 3 mx COQy' ( . CD CD 0. o CD -O m v0 J nDl ND O M Q o p 3 w CD w oa Doo, (D w on m C m ow S o ma °N N O (D aC^ -0 ' 1 (D (O S ( N J- C J° NQ9 v O CD `< o CD CN JC (TD U D � CD 0 a N N D O _ (DOJ N � p o 3dN cn ° O 1 df D0 C CD y.n( pD O D C G 1(Dj o n n 0 00 3 cD m° 3 d yT°D m � 0 Dv, o Oc CD ° �d (r CD IDCD 3SN ZN . a 3 �(< N O N71 J D N� C In m o , Z _ °�-0 a : C m O < a � C C m w c N CD (D Q O° L w CD d O (D'0 O N (,» D 1'l � / co i® + N QCD O:E CD U T N f1 Om (D C CD ( d cn m ° N o - D �. U) (Do CD mi_ m N (D?c CD a oo CD 0 m000 0 �a I `BCD CD (D m ° 3 < 3CDo J N "S O 0 (D N O 0 OQ (D (D Np CD d(D ° 0 Er J N J (D D < CD E 3 CD CD CD 0 ol 0 F/ I(/ ID� V® Permit#: 2018 Permit Date: 06/20/18 Permit Type: MULTI-FAMILY Project Name: Cedar Pointe Apartments Applicant Name: Charles Morgan and Associates Applicant Address: 7301 Beverly Lane Applicant, City, State, Zip: Everett,WA 98203 Contact: Charles Morgan Jr Phone: 425-353-2888 Email: charliejr@cmaarch.com Scope of Work: New Multi-Family Valuation: 23554479.67 Square Feet: 0 Number of Stories: 4 Construction Type: Occupancy Group: ID Code: Permit Issued: 11/27/2018 Permit Expires: Form Permit Type: Status: COMPLETE Assigned To: Kristin Foster Property Parcel# Address Legal Description Owner Name Owner Phone Zoning 31052100306900 17309 40TH AVENUE NE AMWA CEDAR POINTE FUND LP Contractors Contractor Primary Contact Phone Address Contractor Type License License# AMWA Construction, 818-706-0694 30141 Agoura CONSTRUCTION Labor&AMWACCI824QG Inc. Road,4100 CONTRACTOR Industries Inspections Date Inspection Type Description Scheduled Date Completed Date Inspector Status 04/04/2019 FS07.FIRE UG Fireline approved 04/04/2019 BUILDING Approved SPRINKLER FINAL Elevator pit walls/1 &2 Additional rebar added due 02/25/2019 C20.BUILDING to over spanning of layout 02/25/2019 BUILDING Approved FINAL South&West walls both pits. Approved for pour 02/25/2019 R02.FOOTING Bar placement approved 02/25/2019 BUILDING Approved Infiltration Trench-West O1/16/2019 Inspection side 01/16/2019 BUILDING Approved Fees Fee Description Notes Amount Building Plan Review Table 4-2 $85,969.83 Processing/Technology $25.00 State Surcharge- 1st DU Residential- 1st Unit $25 base fee+$2 each for $535.00 255 units Building Permit Table 4-1 $132,261.28 Tree Mitigation $6,922.50 Park-Community MF Multi-family $42,876.24 Total $268,589.85 Attached Letters Date Letter Description 11/27/2018 Building Permit Payments Date Paid By Description Payment Type Accepted By Amount 07/20/2018 Luxmi Vaz 70895984 cc $86,529.83 11/29/2018 Luxmi Vaz 72824112 cc $182,060.02 Outstanding Balance $0.00 Notes Date Note Created By: 10/06/2020 Do not issue the CO until the city receives notification that the building has been signed off by Kristin Foster Green agency for compliance. 09/11/2019 Do not issue C of O until School Impact Fees form is recorded and return to our office.School Kristin Foster Impact fees not required per land use permit. 07/31/2019 Received approved truss shop drawings back from SafeBuilt.Routed to contractor for pickup Raelynn Jones 07/09/2019 Received truss shop drawings. Raelynn Jones 02/11/2019 Contractor revised. Launa Black 11/08/2018 The traffic mitigation is credited to Parcel E in the amount of$221,430 per Developer's Kristin Foster Agreement 20181016081,section 1.5 11/07/2018 Received Contractor's L&I license number. Kristin Foster 08/13/2018 Safebuilt picked up the second set of plans for final approval. Kristin Foster 07/16/2018 SAFEbuild has calculated the fees.Fees have been provided per SAFEbuilt.See attached Kristin Foster spreadsheets. Valuation Calculation:Construction type per plans-VA 07/10/2018 Occupancy R-2 192,703 sf @ 113.02=21,779,293.A-2 2,012 sf @ 143.88=289,486.56.A-3 Kristin Foster 2,212 sf @ 131.00=289,772.B 5,371 @ 137.00=735,827.00.S-1 3,927 sf @ 66.08= 259,496.16.Total Valuation 23,353,874.00 07/10/2018 Building permit fee based on a valuation of 23,353,874=125,931.34.Plan Review Fee= Kristin Foster 81,855.37 07/10/2018 Park fees? Kristin Foster 06/20/2018 Contractor is not licensed with L&I Kristin Foster 06/20/2018 Need to calculate the valuations. Kristin Foster Uploaded Files Date File Name 12/21/2020 7873316-Cedar Pointe Apartments CO.pdf 08/01/2019 5399494-Truss cedar Pointe-submittal#41-rev-2-truss shop drawings-201906281808.pdf 08/01/2019 5399495-Truss Cedar Pointe Commercial Application Packet 1KKowUa9yhbkUQpdf 02/01/2019 4468661-2018 1-16-19 Inspection card.pdf 11/28/2018 4230895-11-27-18 Cedar Pointe Issued Permit.pdf 11/09/2018 4180067-Develo ep i Agreement 2018101060181.pdf 07/16/2018 3714560-SMOKEY POINT SO FT plan photo.jpg 07/16/2018 371456I-Smokey Point Valuation.xlsx 07/16/2018 3714562-Smokey Point apartments 7-16-18.xlsx 06/20/2018 3631121-Smokey Point Senior Apartments Application.pdf