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Home My WebLink About9027 171ST ST NE_BLD1276_2026 ' °' RESIDENTIAL PERMIT APPLICATION Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone 360 403-3551 THIS APPLICATION IS TO BE USED WHEN APPLYING FOR A NEW SINGLE-FAMILY, DUPLEX, TOWNHOUSE, ADDITION, DECK, OR ACCESSORY STRUCTURES. THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2)SETS OF CONSTRUCTION DRAWINGS AND TWO(2)SETS OF STRUCTURAL CALCULATIONS. THE APPLICATION MUST ALSO INCLUDE THE PLUMBING SUBMITTAL AND THE MECHANICAL SUBMITTAL FORMS. THE ZONING VERIFICATION MAY BE SUBMITTED PRIOR. Project P�ddress: %:47 /7` '1 Plat: (7 f aA 1+ [U,�Single-family 01 Duplex O! Townhouse CI, Addition EJ Accessory structure Proposed Area: 1st Floor: 104o 21d Floor: 19 3:k Garage: 3$0 Total SF: Describe Proposal (include cross street): ter'� siY�� s �lsI Valuation: Owner: Z-G-M — GcJa�Sjtirt l.�.G Address: !AD Alf 041A S , MF /03 City: Ki✓0a,04 State: &/A- Zip Code: Phone: .9&0' 35-3— 06-88 Email: Applicant: 4&--T Antes LifcLS�i�►�''� �� Address: 11+0 NE «f STD V City: 1r00- State: w� Zip Code: �S Phone: Email- r�•� Contractor: G' f{DrnGS- GVQSkLg1 n kJ C Address: f1 17 �'/ «4 ��E 10 City: 4YKIA-4 State: WA Zip Code: Phone: Email- '►4a � j� E'I4i jLo�x,P�.c Contact Person: �JZu"ld4_ License Number:Jf*-X fV#405,/>►j,8 Expiration: 7.3 a617 6/16LP Page 1 of 3 r, RESIDENTIAL PERMIT APPLICATION Department of Community& Economic Development 7�ili G10 City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone(360)403-3551 Plumbing Section (continue filling out if plumbing is involved) (Check all that apply and indicate the number of fixtures proposed) EVI Bath/Shower Combo (4.0) x .� D✓ Sink (1.5) x Shower(2.0) x Lavatory (1.0) x LI Clothes Washer(4.0) x Cl' Water Closet (2.5) x Dishwasher (1.5) x 1 [ Water Heater x Ck" Hose Bibb (2.5) x Water Heater Model# ` Other(list) x _ Plumbing Section Continued Proposed Water Piping Size: N Proposed DWV Material: Proposed Piping Material 8, X Proposed DWV Size: v2 �+ • All hose bibs required to be equipped with Atmospheric Vacuum Breakers per ASSE 1019 • All water supplies at 80psi or greater shall have Pressure Reducing Valves (PRV) 6/16LP Page 2 of 3 Y RESIDENTIAL PERMIT APPLICATION 9 0 Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551 Mechanical Section (continue filling out if mechanical equipment is involved) Select proposed appliances: Furnace (80+) Model# 4CC4.5a AFUE 9510 ❑ Heat Pump Model# SEER HSPE AC Unit Model# SEER Type Il Hood ❑ Commercial Cooking Appliance ❑ Hydronic Piping Boiler ❑ Solid-Fuel Appliance ❑ PV System Fireplace Insert ❑ Outdoor BBQ ❑ Storage Tank Freestanding Stove 11d Gas Piping ❑ Other Gas Piping Information Not Applicable: ❑ �f a .Z %Zo Pipe Material:�� Pipe Size: Total BTU's of all Appliances: r{---.. Distance from Meter to Furthest Appliance: OAS • New gas piping requires a pressure test to hooking to any appliance • Sediment traps (drips) are required on all gas lines • Gas lines are required to be supported/secured every 6 to 8 feet • Proper combustion air and venting required for all appliances • A shut-off is required within 6 feet of all appliances Applicant Signature 't'� Date: ` �7 Print Applicants Name: asp-� 6/16LP Page 3 of 3 - ` CITY OF ARLINGTON % 238 N. OLYMPIC AVE -ARLINGTON, WA. 98223 PHONE; (360)403-3551 BUILDING PERMIT Address:9027 171st Street NE Permit#:1276 Parcel#: Valuation:280335.10 OWNER APPLICANT CONTRACTOR Name:LGI HOMES-WASHINGTON LLC Name:LGI Homes-Washington,LLC Name:LGI Homes-Washington,LLC Address: 1450 LAKE ROBBINS DR STE 430 Address:11410 NE 124th Street,Ste#103 Address: 11410 NE 124th Street,Ste#103 City,State Zip:THE WOODLANDS,TX 77380 City,State Zip:Kirkland,WA 98034 City,State Zip:Kirkland,WA 98034 Phone: Phone:360-353-0588 Phone:360-353-0588 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Single Family Residence CODE YEAR: 2015 STORIES: 1 CONST.TYPE: `/-B DWELLING UNITS: 1 OCC GROUP: R-3 BUILDINGS: 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. IBC110/IRC110. ALES TAX TICE:Sales tax relating to construction and construction materi Is in the City of Artington st be re ed on your sales tax return form a odgdi f lingto #3101. �� ZGIL 2 -1'7 gnature Print Name Date lkelcasdd By Date CONDITIONS See red lined drawings. 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 4/6/2017 Building Permit Fee $2,838.68 4/6/2017 Building Plan Review Fee $1,845 14 4/6/2017 Gas Outlets Base Fee 1 to 5 $10.00 4/6/2017 Mechanical Fee(Enter Fixture Fee) $27.00 4/6/2017 Mechanical Permit Base Fee $25.00 4/6/2017 Park-Community SF $1,662.00 4/6/2017 Plumbing Permit Base Fee $25.00 4/6/2017 Processing/Technology Fee $25.00 4/6/2017 State Building Code Surcharge Fee $4.50 4/6/2017 Traffic Mitigation $3,355.00 4/6/2017 Water Heater $25.00 Total Due: $9,842.32 Total Payment: $0.00 Balance Due: $9,842.32 CALL FOR INSPECTIONS BUILDING(360)403-3417 When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon CITY OF ARLINGTON 238 N. OLYMPIC AVE -ARLINGTON, WA. 98223 PHONE; (360)403-3551 BUILDING PERMIT Address:9027 171st Street NE Permit#:1276 Parcel#: Valuation:280335.10 OWNER APPLICANT CONTRACTOR Name:LGI HOMES-WASHINGTON LLC Name:LGI Homes-Washington,LLC Name:LGI Homes-Washington,LLC Address: 1450 LAKE ROBBINS DR STE 430 Address:11410 NE 124th Street,Ste#103 Address: 11410 NE 124th Street,Ste#103 City,State Zip:THE WOODLANDS,TX 77380 City,State Zip:Kirkland,WA 98034 City,State Zip:Kirkland,WA 98034 Phone: Phone:360-353-0588 Phone:360-353-0588 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Single Family Residence CODE YEAR: 2015 STORIES: I CONST.TYPE: `I-$ DWELLING UNITS: 1 OCC GROUP: R-3 BUILDINGS: 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 I0/IRC110. SALES TAX NOTICE:Sales tax relating gttfo�construction and construction materiqs in the ee7City of Arlin t be M ed on your sales tax return form a V7iW4'f-f('- 1 ly—T4 gnature Print Name Date ( d By Date CONDITIONS See red lined drawings. 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 4/6/2017 Building Permit Fee $2,838.68 4/6/2017 Building Plan Review Fee $1,845.14 4/6/2017 Gas Outlets Base Fee 1 to 5 $10.00 4/6/2017 Mechanical Fee(Enter Fixture Fee) $27.00 4/6/2017 Mechanical Permit Base Fee $25.00 4/6/2017 Park-Community SF $1,662.00 4/6/2017 Plumbing Permit Base Fee $25.00 4/6/2017 Processingfrechnology Fee $25.00 4/6/2017 State Building Code Surcharge Fee $4.50 4/6/2017 Traffic Mitigation $3,355.00 4/6/2017 Water Heater $25.00 Total Due: $9,842.32 Total Payment: $0.00 Balance Due: $9,842.32 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 Permit Information Date 1/6/2017 Permit Number 1276 Project Name Gregory Park Applicant Name LGI Homes-Washington,LLC Applicant Address 11410 NE 124th Street,Ste#103 City, State,Zip Kirkland,WA 98034 Contact Jake Jabusch Phone 360-353-0588 Email jake.jabusch@lgihomes.com Permit Type Single Family Residence Site Address 9027 171 st Street NE Valuation 280335.10 Status Applied Permit Issued Permit Expires Square Feet 2718 Type of Construction/Occupancy Load Number of Stories 2 Proposed Use New SFR Assigned To Kristin Foster Property Information Owner Information Parcel#: 9027 171st Street NE Contractors Contractor Name Primary Phone Email Contra or License License# LGI Homes-Washington Contact, 360-353- TypeI'-abor and LLC Jake Jabusch 3588 jake.jabusch@lgihomes.corn CONTRACTOR Industries LGIHOHL857M Review Date Type Description Tar et Date Completed Date I Assigned To Status 1/6/2017 lResidential Dwelling .approved with red lines 1/20/2017 2/16/2017 Rick Karns Opproved Fees Fee Description Notes Amount Building Permit Fe 322.10.00.0 $2.838.6 Building Plan Review Fe 345.83.00 00 $1,845.14 Gas Outlets Base Fee 1 to I 322.10.00.Oq $10.0 Mechanical Fee(Enter Fixture Fee)j 322.10.00.0 $27.0 Mechanical Permit Base Fe 322.10,00.0 $25.00 Park-Community So 345.85.00 0 $1,662.0 Plumbing Permit Base Fee 322.10.00.Oq $25.00 Processingfrechnology Fe 34 1.4100.021 $25.00 State Building Code Surcharge Fee 386.00.01.Oq $4.50 Traffic Miti ation 345.85.00.0 $3,355.00J Water Heater 322.10.00.001 $25.0 Total $9,842.321 Notes Date Note 1/26/2017 Conditional Use Permit PLN-32 Final Plat PLN-265 Design Review PLN-294 Civil PWD-481 Demo BLD-816 1/6/2017 Need Valuation-waiting for contractor to receive bids. 1/6/2017 Lot 24-Plan 2338-Mill Uploaded Files Upload File Date File Uploaded B 1/6/2017 2:56:54 PM 11276 Aoolication.odf Foster,Kristinl 5,1 Permit Information Date 1/6/2017 Permit Number 1276 Project Name Gregory Park Applicant Name LGI Homes-Washington,LLC Applicant Address 11410 NE 124th Street,Ste#103 City,State, Zip Kirkland,WA 98034 Contact Jake Jabusch Phone 360-353-0588 Email jake.jabusch@lgihomes.com Permit Type Single Family Residence Site Address 9027 171 st Street NE Valuation 0.00 Status Applied Permit Issued Permit Expires Square Feet 2718 Type of Construction/Occupancy Load Number of Stories 2 Proposed Use New SFR Assigned To Kristin Foster Property Information Owner Information Parcel#: 9027 171st Street NE Contractors Contractor Name Primary Phone Email Contractor License License# Contact Type LGI Homes-Washington, .360-353- (Labor and ILLC Jake Jabusch 0588 lake.jabusch@lgihomes.co CONTRACTOR (Industries I-GIHOHL857M Review Date Type Description Target Date Completed Date Assigned To E Status 1/6/2017 lResidential Dwelling 1/20/2017 Kevin Olander Iln Review Fees Fee Description Notes Amount Processing/Technology FeeJ 341 A3.00-021 1 $25.0 Total $25,01 Notes Date Note 1/6/2017 Need Valuation-waiting for contractor to receive bids. 1/6/2017 Lot 24-Plan 2338-Mill Uploaded Files Upload File Date File Uploaded B 1/6/2017 2:56:54 PM 11276 Application.pdf IFoster,Kristin G I T1' OF ARL I NGTON BU I LD I NCB DEPARTMENT L&I HOMES PLAN 2538 NASH AND ASSOCIATES AUTHORZ I ES LG I HOMES TO USE PLAN 2555 AS A BAS 1 G IN THE G I TY OF ARL I NGTON 2912 R5bl T *A Y 7*kMw S NAtshl TAT= Or AASHINOTO 1 3TACI SETBACKS NOTES: FRONT 20' •BUILDING DIMENSIONS ARE TO SIDE 5' FACE OR FOUNDA770N £X1S77NG CONTOI,!' REAR 5' -WADING SHOWN AS DESIGN 1-MR) ACTUAL LOCA77ON/MAY VARY •SLOPE DRIVEWAY TO PUBUC ROAD RL T FENCE TO BE INSTALLED PER nNI-WED OLl4TOY/R C7TY OF ARLINGTOW'S STANDARD 5' MP) PROPERTY •S/L T FENCE 70 BE INSTALLED ON BSBL r J CORNER GRADIENT SIDE OF BUILDING 889 74'11"W ` (TYP,) PARCEL i� 45.00 •CCWS7RUCnOW ENTRANCE TO BE INSTALLED PER CYTY OF — � r._ - - - - - - - - - - - - - - - ARUNGTCi STANDAROS I TOP 473.5 !.6 ? I 1�A 1 I TOE 471.9 STORM NOTES 1 'IFSC INSTALLED PRICK TO I ?I COW57RUCRON, '`• j •BARE SOILS COVERED WITH MULCY•/ OR ANOTHER APPROVED BMP I •TOPSCIL PER WSDOE BMP T513 PA 70— --a - 5' WALL/URA/N EASE.N£NT (ET 12-DEPTH) 4J SF •ALL ON97F RUNOfF CLWN£CTED TO I 5 __ 7 PRIVAIE ST6RY SIZ18 35,00' I RETAINING, WALL � .577E SHALL BE STABILIZED PRICK W LOT 24 I TO BUILDING PERMIT BEING PROPOSED RESIDENCE �, I F7NAL/ZEO MILL-2JJ8 GARAGE LEFT 1 TOP 473.5 1 B SITE NOTES: I 1,58,9i�C TOE 471,9 •AGHIUNE FODANG DRAINS AND ROW ROOF DRAINS TO PERMANENT o I OAWNG N r STORM DRAINAGE SYSTEM PER APPROVED PLAT DRAINAGE PLAN GARAGE I I ON fTLE WITH THE COUNTY. BSBL i g I •AREA OF DISTURBANCE INCLUDES 2 00' = I SNARE L 0T. CGNN£C I 5' 19.00, 5.00_' 15.B5 LEGEND: E9— BLOW OFF SEWER 3 c�, P OVERY,ANG SERVICE J rdt: /1.00, L �72 EB WA7ER METER DRIVEWAY ! !( f7RE HYDRANT TO20' TO . I_� AIR VAC �L8• BSA L7 X vVNCAON Box STG14M n a 10' `— STREET UQ4T CLEANOUT J UXITY' �4500 EAS£A/ r' POWER VAUC T N89 20'49"w 'a - ® �CyA�7.O'H� BASIN aEA OUT e ' ® MANHOLE UILD NG DEPART EA�1 R j `/1/ � _? BtOa LL WALL DRAIN `•� �� TREE /\ a TSF NE B, SCALE 1'=20' AN 0 401 MLESS APP*OVE D8 TFIE OT24 RD 1Z-W BUILDING NS ECT R SITE PLAN OFFICE COPY GREGOR Y RA RK L G/ HOAGIES PLAN NO. ANLL—2338 LOT AREA = 4,JJO SF DATE 11 17 2016 PARCEL # LOT 24 HOUSE= 1,589 SF VC ,,,F 9. 0, DRIVEWAY= 491 SF °"VOe'" ""'°" '''oo'' DESIGNED CORE ADDRESS 9027 1715T ST. WALKWAY= 4J Sr' ��DESIGN DRAWN LSJ PROJECT NUMBER OTAL= lIJ SF 13024L-GRGOO 3/31/2017 LGI HOMES-WASHINGTON LLC No L&I tax debts are recorded for this cc Kor license during the previous 6 year period,but a debts may be recorded by other agencies. License Violations Infraction no. ESCAH00464 Satisfied Issue date RCW/WAC 02/17/2017 WAC 296-46B-990 Violation city Violation amount KIRKLAND $500.00 Type of violation ELECTRICAL CITATION Description Serious non-compliance-Serious Violation (i.e.Installing a shortened rod/pipe grounding electrode,improper splicing of conductors in conduits/raceways or concealed within walls or installing a fake equipment grounding conductor or other non conforming installation.) Infraction no. NDALS00763 Satisfied Issue date RCW/WAC 12/16/2016 18.27.200(1)(b)RCW Violation city Violation amount KIRKLAND $500.00 Type of violation CONSTRUCTION INFRACTION Description Advertising,offering to do work,submitting a bid or performing work when the contractors registration is suspended or revoked. Workers' comp No active workers'comp accounts during the previous 6 year period. Workplace safety and health Check for any past safety and health violations found on jobsites this business was responsible for. Washington State Dept.of Labor&Industries.Use of this site is subject to the laws of the slate of Washington. Help us improve hops://secure.Ini.wa.gov/verify/Detaii.aspx?U BI=603508001&LIC=LGIH OH LB57M B&SAW= 212 3/31/2017 LGI HOMES-WASHINGTON LLC Search L&I Alok Washington State Department of " Labor & Industries LGI HOMES-WASHINGTON LLC Owner or tradesperson 11410 NE 124 St Ste 103 LGI HOME GROUP LLC KIRKLAND,WA 98034 206-445-5326 Principals KING County LGI HOME GROUP LLC, PARTNER/MEMBER LIPAR, ERIC THOMAS, MANAGER RSC CORPORATION,AGENT WA UBI No. Business type 603 508 001 Limited Liability Company License Verify the contractor's active registration/license/certification(depending on trade)and any past violations. Construction Contractor Active. Meets current requirements. License specialties GENERAL License no. LGIHOHL857MB Effective—expiration 07/02/2015—07/02/2017 Bond International Fidelity Ins Co $12,000.00 Bond account no. 0657415 Received by L&I Effective date 07/02/2015 06/08/2015 Expiration date Until Canceled Insurance AMTRUST INTERNATIONAL UNDERWRI $5,000,000.00 Policy no. PAL127181500 Received by L&I Effective date 12/15/2016 12/01/2016 Expiration date 12/01/2017 Insurance history Savings .................... No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. LSI Tax debts https://secure.Ini.wa.gov/verify/Detai I.aspx?UBI=603508001&LIC=LGIHOH L857M B&SAW= 1/2 Y RES6JENTIAL PERMIT .+PPLICATION 0 0 Department of Community& Economic Development O City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551 ll,\T G'1 Mechanical Section (continue filling out if mechanical equipment is involved) Select proposed appliances: Furnace (80+) Model# 9rUgsin `l 3a_�4651* AFUE 6/ 10 Heat Pump Model# SEER HSPE ❑ AC Unit Model# SEER n`. Type II Hood ❑' Commercial Cooking Appliance FJ. Hydronic Piping D' Boiler ❑ Solid-Fuel Appliance ❑ PV System Fireplace Insert ❑ Outdoor BBQ ❑ Storage Tank Freestanding Stove Gas Piping ❑ Other Gas Piping Information Not Applicable: ❑ Pipe Material:U i, f' �L`'.a Pipe Size: -�- Total BTU's of all Appliances: Distance from Meter to Furthest Appliance: • New gas piping requires a pressure test to hooking to any appliance • Sediment traps (drips) are required on all gas lines • Gas lines are required to be supported/secured every 6 to 8 feet • Proper combustion air and venting required for all appliances • A shut-off is required within 6 feet of all appliances Applicant Signature ' Date: `�7 Print Applicants Name: Jarkx, 6/16LP Page 3 of 3 �, -�. ,. . . i RES` JENT1AL PERMIT . .PPLICATION e Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington,WA 98223 • Phone (360)403-3551 Plumbing Section (continue filling out if plumbing is involved) (Check all that apply and indicate the number of fixtures proposed) l Bath/Shower Combo (4.0) x ,✓I L..!I'"Sink (1.5) x J- Shower(2.0) x Lavatory (1.0) x L� Clothes Washer(4.0) x Water Closet (2.5) x Dishwasher (1.5) x C�Water Heater x Dk Hose Bibb (2.5) x Water Heater Model # Other (list) x .2 #0 PTU- So 4,1 Plumbing Section Continued K Proposed Water Piping Size: 3 4 Proposed DWV Material: XC ri Proposed Piping Material: Proposed DWV Size: ©�2 • All hose bibs required to be equipped with Atmospheric Vacuum Breakers per ASSE 1019 • All water supplies at 80psi or greater shall have Pressure Reducing Valves (PRV) 6/16LP Page 2 of 3 �''Y RES_ ,ENTIAL PERMIT _4PPLICATION r • Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551 THIS APPLICATION IS TO BE USED WHEN APPLYING FOR A NEW SINGLE-FAMILY, DUPLEX, TOWNHOUSE, ADDITION, DECK,OR ACCESSORY STRUCTURES. THIS APPLICATION MUST BE ACCOMPANIEn BY TWO 121 SFTc OF CONSTRUCTION DRAWINGS AND TWO(2)SETS OF STRUCTURAL CALCULATIONS. THE APPLICATION MUST ALSO INCLUDE THE PLUMBING SUBMITTAL AND THE MECHANICAL SUBMITTAL FORMS. THE ZONING VERIFICATION MAY BE SUBMITTED PRIOR. Project Address: 106P 7 ``7/ Yu2 Plat: 6-Vk �a �+ wrl single-family Cl Duplex Townhouse Addition Accessory structure Proposed Area: 1st Floor. _%06(o 2"d Floor: Garage: 3 00 Total SF: 4,7f 8 Describe Proposal (include cross street): nd, `r,G 70,E 1-7l* —*4e_-' s '/'/ Valuation: Owner: L.C-M ► 4LfS — G� Sjtr� �•�+� Address: !/{0 Alf 1;4*"A Sf, • TF- /03 City: _ (Cry IU" State: Zip Code: Phone. Aa0- 36-3, 0588 Email: , 146,j ckuie4 A horxes, C&"t_ Applicant: �.tr7�' s klo_Skf!!f*2�,= Lk-C— Address: 11410 NF «¢ S7'15 10 City: ttgO-+ State: Zip Code: �g�3 Phone: _,-&a�3�3��- Email: �J I�cbccJc,��l�� ADAt-s �t Contractor: 1, 6rX 6mCS- boo_sk�rtqAA 1.,C Address: 1141V r(/F«40k0- STE !fly City: 4YJCI0-4 State: A JA Zip Coder Phone: Email- i IGLc 1�►�-� �14i -Q$• _ Contact Person: �46use4k License Number1fxX#y#/,$57/0 Expiration: &34617 Received JAN 0 4 M? b1V 0-1So 6/16LP Page 1 of 3 Prescriptive Energy Code Complio_ ,e for All Climate Zones in Washington Project Information Contact Information Plan 2338 This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition, based on the size of the structure,the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative Date All Climate Zones R-Value' U-Factor° Fenestration U-Factor n/a 0.30 Skylight U-Factor n/a 0.50 Glazed Fenestration SHGC n/a n/a Ceiling" 491 0.026 Wood Frame Walig.m.n 21 int 0.056 Mass Wall R-Value' 21l21" 0. 556 Floor 30d 0. 229 Below Grade Wall',' 1 10/15/21 int+TB 2P/a Slab R-Value& Depth 10,2 ft *Table R402.1+1 and Table R402.1.3 Footnotes included on Page 2. Each dwelling unit in a residential building shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: 1.Small Dwelling Unit: 1.5 credits ❑ Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are greater than 500 square feet of heated floor area but less than 1500 square feet. ❑� 2.Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in#1 or#3. Exception:Dwelling units serving R-2 occupancies shall require 2.5 credits. 03. Large Dwelling Unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. ❑4. Additions less than 500 square feet: .5 credits Table R406.2 Summary Option Description Credit(s) 1a Efficient Building Envelope 1a 0.5 ❑ lb Efficient Building Envelope 1b 1.0 ❑ 1c Efficient Building Envelope 1c 2.0 ❑ 1d Efficient Building Envelope 1d 0.5 ❑ 2a Air Leakage Control and Efficient Ventilation 2a 0.5 ❑ 2b Air Leakage Control and Efficient Ventilation 2b 1.0 ❑ 2c Air Leakage Control and Efficient Ventilation 2c 1.5 ❑ 3a High Efficiency HVAC 3a 1.0 1.0 3b High Efficiency HVAC 3b 1.0 ❑ 3c High Efficiency HVAC 3c 1.5 ❑ 3d High Efficiency HVAC 3d 1.0 ❑ 4 High Efficiency HVAC Distribution System 1.0 1.0 5a Efficient Water Heating 5a 0.5 LA 2 0.5 .5 5b Efficient Water Heating 5b 1.0 2 0 5c Efficient Water Heating 5c 1.5 ❑ 5d Efficient Water Heating 5d 0.5 ❑ 6 Renewable Electric Energy 0.5 *1200 kwh 0.0 Total Credits 3.§0 *Please refer to Table R406.2 for complete option descriptions a ,eceiv d IAN 0 4 2017 NP l2'1v .,�i � '�[ )°�tf Table R402.1.1 Footnotes For SI: 1 foot.=304.8 mm,ci.=continuous insulation,int.=intermediate framing. 8 R-values are minimums. U-factors and SHGC are maximums.When insulation is installed in a cavity which is less than the label or design thickness of the insulation,the compressed R-value of the insulation from Appendix Table A101.4 shall not be less than the R-value specified in the table. b The fenestration U-factor column excludes skylights.The SHGC column applies to all glazed fenestration. "10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall,or R-15 on the continuous insulation on the interior of the wall,or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB"shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13"means R-10 continuous insulation on the interior or exterior of the home or R-13 cavity insulation at the interior of the basement wall."TB" means thermal break between floor slab and basement wall. d R-10 continuous insulation is required under heated slab on grade floors.See R402.2.9.1. There are no SHGC requirements in the Marine Zone. f Reserved. a Reserved. h Reserved. The second R-value applies when more than half the insulation is on the interior of the mass wall. ' Reserved. k For single rafter-or joist-vaulted ceilings,the insulation may be reduced to R-38. Reserved. m Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. Table R402.1.3 Footnote 8 Nonfenestration U-factors shall be obtained from measurement,calculation or an approved source or as specified in Section R402.1.3. 0.0 0.00 0.0 0.00 _ 0.0 0.00 0.0 0.00 0.0 0.00 H0.0 0.00 0.0 0.00 Sum of Vertical Fenestration Area and UA 1 252.81 75.83 Vertical Fenestration Area Weighted U=UA/Area 1 0.30 Overhead Glazing(Skylights) Component Width Height Description Ref. U-factor Qt. Feet inch Feet Inch Area UA 0.01 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 Sum of Overhead Glazing Area and UA 1 0.01 0.00 Overhead Glazing Area Weighted U=UA/Area 1 0.00 Total Sum of Fenestration Area and UA (for heating system sizing calculations) 1 252.8 75.83 x - - .� Window, Skylight and Door Schedule Project Information Contact Information Plan 2338 Width Height Ref. U-factor Qt. Feet Inch Feet Inch Area UA Exempt Swinging Door(24 sq.ft. max.) 0.01 0.00 Exempt Glazed Fenestration (15 sq. ft. max.) 0.0 0.00 Vertical Fenestration (Windows and doors) Component Width Height Description Ref. U-factor Cit. Feet inch Feet inch Area UA Foyer 0.30 1 3 6 ° 20.0 6.00 0.30 1 2 6 ° 17.8 5. 33 Den 0.30 1 3 5 15.0 4.50 Kitchen 0.30 1 5 5 25.0 7.50 Dining 0.30 1 1 6 16 10 41.0 12.30 Great Room 0.30 1 5 5 25.0 7.50 Stairs 0.30 1 2 2 4.0 1.20 Master Bedroom 0.30 1 5 5 25.0 7.50 Bedroom 2 0.30 1 3 5 15.0 4.50 Bedroom 3 0.30 1 5 5 1 25.01 7.50 Bedroom 4 0.30 1 3 5 15.01 4.50 Bonus 0.30 1 5 5 25.0 7.50 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.01 0.00 0.30 0.01 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.0 0.00 0.30 0.01 0.00 0.30 0.01 0.00 0.30 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 o.ol 0.00 Simple Heating System Size: Washington State This healing system sizing calculator Is based on the Pre scriotive Requirements of the 2015 Washington Slate Enemy Code(WSEC)and ACCA Manylals J and S This calculator will calculate healing loads only ACCA Orocodurns for sizing cooling systems should be used to determine cooling loads The glazing(window)and door portion of this calculator assumes the installed glazing and door products have an area weighted average U-factor of 0,30. The incorporated insulation requirements are the minimum prescriptive amounts specified by the 2015 WSEC. Please fill out all of the green drop-downs and boxes that are applicable to your project.As you make selections in the drop-downs for each section,some values will be calculated for you.If you do not see the selection you need In the drop-down options,please call the WSU Energy Extension Program at (360)956-2042 for assistance. Project Information Contact information Plan 2338 Heating System Tvpe: O All Other systems O Heat Pump To see detailed instructions for each section,place your cursor on the word"Instructions". Design Temperature Instructions I Design Temperature Difference(AT) 47 Plarysvtlle AT=Indoor(70 degrees)-Outdoor Design Tamp Area of Buildina Conditioned Floor Area Conditioned Floor Area(sq ft) 2,338 Average Ceiling Height Conditioned Volume Average Ceiling Height(ft) 9.3 21,743 Glazing and Doors U-Factor X Area = UA 0.30 253 75.90 Skylights U-Factor X Area = UA Instructions 0.50 Insulation Attic U-Factor X Area = UA Instructions R-49 0.026 1.480 3796 Single Rafter or Joist Vaulted Ceilings 1 U-Factor X Area UA Instructions Select R-Value — No selection .-- Above Grade Walls(see Figure f) U-Factor X Area UA Instructions `R-21Intermediate W� 0.056 2.580 143,36 Floors U-Factor X Area UA Instructions R 30 0.029 1.460 42.34 Below Grade Walls(see Figure f) J U-Factor X Area UA Instructions ---, No Below Guide walls in tills project. � "' ... Slab Below Grade(see Figure v F-Factor X Len th UA Instructions iw Select conditioning W i I No selection --- Slab on Grade(sae Figure f) F-Factor X Length UA Instructions I�No Slab an Grade O1 this pro)ect. Location of Ducts Instructions Conditioned Space V. Duct Leakage Coefficient 1.00 Sum of UA 299.56 Envelope Heat Load 14,079 Btu I Hour Figure 1. Sum of UA XAT Air Leakage Heat Load 11,037 Btu/Hour VolumeX 0.6XATX.018 �bova GraA^ Building Design Heat Load 25,116 Btu/Hour Air Leakage t Envelope Hest Loss Building and Duct Heat Load 25,116 Btu/Hour Ducts in unconditioned space:Sum of Building Heat Loss X 1 10 Ducts in conditioned space:Sum of Building Hoot Loss X 1 Maximum Heat Equipment Output 35,163 Btu/Hour Building and Duct Heat Loss X 1.40 for Forced Air Furnace Building and Duct Heat Loss X 1.25 for Heat Pump NASH&ASSOCIATES ARCHITECTS PLAN 2338 BEAM, LATERAL & SEISMIC CALCULATIONS � ��' -"Y THa t�� MAS NASH �li�TE0FWASHINGTON i Received r.AManVv� �Yi1 JAN 0 4 2017 MD IMP 2015 IBC JULY 1, 2016 8003 119th AVE NE Kirkland, WA 99033 (425) 928-4117 WWW.NASH-ARCHITECT9.COM CLIENT: NASHkASSOCIATES BEAM DESIGN DATA PROJECT: t\RCHITECTS DATE; NAME: Roof Loads; LL 25 #/sf DL 15 #/sf Total 40 b/sf Unless Noted Otherwise Floor Loads: LL 40#/sf. DL 10 #{/sf Total 50#/sf Deck Loads: LL 60##/sf DL 10 ##/sf Total 70##/sf Soil• 1500 PSF Min. Concrete: Per IBC 15 Masonry: Per D3C 15 Steel: Per IBC 15 Wood: Per IBC 15 Nailing: Per D3C 15 4" Beam: Douglas Fir #2 fv = 180 fb = 900 PSI E = 1,600.000 6" Beam: Douglas Fir #2 fv = 170 fb = 875 PSI E = 1.300,000 Joists & Hem Fir #2 Rafters: fv = 150 fb = 850 PSI E = 1,300,000 Glu—Lam Beams: fv = 240 PSI fb = 2.400 PSI (reduced by size factor, CrIU) E = 1,800.000 8003 118th AVE NE Kirkland, WA 98033 (425) 028-4117 WWW.NASH—ARCHITECTS.COW[ �. �I i PLAN 2388 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 B-1 Date: 10/24/16 Selection 4x 10 DF-L#2 Lu=0.0 Ft Conditions NDS 2015 Min Bearing Area R1=2.1 in R2=2.1 in (1.5)DL Defl= <0.01 in Data Beam Span 5.0 ft Reaction 1 LL 850# Reaction 2 LL 850# Beam Wt per ft 7.87# Reaction 1 TL 1282# Reaction 2 TL 1282# Bm Wt Included 39# Maximum V 1282# Max Moment 1603'# Max V(Reduced) 887# TL Max Defl L 1240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(in') Shear(in') - TL Defl (in) LL Defl Actual 49.91 32.38 0.02 0.01 Critical 17.81 7.39 0.25 0.17 Status OK OK OK OK Ratio 36% 23% 9% 8% Fb(psi) Fv(psi) E(psi x mil Fc (psi) Values Reference Values 900 180 1.6 625 Ad'usted Values 1080 180 1.6 625 Adiusfinents CF Size Factor 1.200 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress NIA Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:340 Uniform TL: 505 =A Uniform Load A -- 0 R1 = 1282 R2= 1282 SPAN=5 FT Uniform and partial uniform loads are lbs per lineal ft. PLAN 2388 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 B-2 Date: 10/24/16 Selection 4x 10 DF-L#2 Lu=0.0 Ft Conditions NDS 2015 Min Bearing Area R1=2.5 inz R2=2.5 in (1.5)DL Defl= 0.02 in Data Beam Span 6.0 ft Reaction 1 LL 1020# Reaction 2 LL 1020# Beam Wt per ft 7.87# Reaction 1 TL 1539# Reaction 2 TL 1539# Bm Wt Included 47# Maximum V 1539# Max Moment 2308'# Max V(Reduced) 1143# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(jn�� Shear(ins) TL Defl (in) LL Defl Actual 49.91 32.38 0.05 0.03 Critical 25.64 9.53 0.30 0.20 Status OK OK OK OK Ratio 51% 29% 16% 13% Fb(psi) Fv(psi) E(psi x mi1) Fc!(psi) Values Reference Values 900 180 1.6 625 Ad'usted Values 1080 180 1.6 625 &l QS r 7—Q-1(s CF Size Factor 1.200 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:340 Uniform TL: 505 =A Uniform Load A R1 = 1539 R2= 1539 SPAN=6FT Uniform and partial uniform loads are Ibs per lineal ft. :T PLAN 2388 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 B-3 Date: 10/24/16 Selection 4x 10 DF-L#2 Lu=0.0 Ft Conditions NDS 2015 Min_Bearing Area R1= 1.8 in' R2= 1.8 in (1.5)DL Defl= <0.01 in. Data Beam Span 5.0 ft Reaction 1 LL 700# Reaction 2 LL 700# Beam Wt per ft 7.87# Reaction 1 TL 1095# Reaction 2 TL 1095# Bm Wt Included 39# Maximum V 1095# Max Moment 1368 # Max V(Reduced) 757# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl Li>1000 Attributes Section(in') Shear(in') TL Defl (ii� L.L. Defl Actual 49.91 32.38 0.02 0.01 Critical 15.20 6.31 0.25 0.17 Status OK OK OK OK Ratio 30% 19% 8% 6% Fb(psi) Fv(psi) E(psi x mil) Fc (psis Values Reference Values 900 180 1.6 625 Ad'usted Values 1080 180 1.6 625 Adjustments CF Size Factor 1.200 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:280 Uniform TL: 430 =A [ Uniform Load A R1 = 1095 R2= 1095 SPAN=5 FT Uniform and partial uniform loads are Ibis per lineal ft. i .1 PLAN 2388 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 B4 Date: 10/24/16 Selection 4x 10 DF-L#2 Lu=0.0 Ft Conditions NDS 2015 Min Bearing Area R1=2.8 in2 R2=2.8 in2 (1.5)DL Defl= <0.01 in. Data Beam Span 5.0 ft Reaction 1 LL 1400# Reaction 2 LL 1400# Beam Wt per ft 7.87# Reaction 1 TL 1770# Reaction 2 TL 1770# Bm Wt Included 39# Maximum V 1770# Max Moment 2212'# Max V(Reduced) 1224# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section (in') Shear in') TL Defl(in) LL Defl Actual 49.91 32.38 0.03 0.02 Critical 24.58 10.20 0.25 0.17 Status OK OK OK OK Ratio 49% 32% 12% 13% Fb(psi) Fv psi E_(psi x miq Fc (psi) Value Reference Values 900 180 1.6 625 Adjusted Values 1080 180 1.6 625 Adjustments CF Size Factor 1.200 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:560 Uniform TL: 700 =A Uniform Load A 0 R1 = 1770 R2= 1770 SPAN=5 FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 2388 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 GB-1 Date: 10/24/16 Selection 5-1/Sx 15 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2015 Min Bearing Area R1= 10.0 in2R2= 10.0 in (1.5)DL Defl= 0.23 in Recom Cambe-0.34 in Data Beam Span 16.0 ft Reaction 1 LL 4320# Reaction 2 LL 4320# Beam Wt per ft 18.68# Reaction 1 TL 6469# Reaction 2 TL 6469# Bm Wt Included 299# Maximum V 6469# Max Moment 2587E'# Max V(Reduced) 5459# TL Max Defl L/240 TL Actual Defl L 1359 LL Max Defl L/360 LL Actual Defl L 1627 Attributes Section(in') Shear(in') TL Defl(in) LL Defl Actual 192.19 76.88 0.54 0.31 Critical 129.39 34.12 0.80 0.53 Status OK OK OK OK Ratio 67% 44% 67% 57% Fb(psi) Fv(psi) E(psi x mil Fc (psi) Values Reference Values 2400 240 1.8 650 Adjusted Values 2400 240 1.8 650 Adjustments Cv Volume 1.000 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 __ 1.00 1.00 1.00 Cl Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL:540 Uniform TL: 790 =A Uniform Load A R1 =6469 R2=6469 SPAN= 16FT Uniform and partial uniform loads are Ibs per lineal ft. CLIENT: _ NASH&AMOCIATES WIND AND 5EISMIG DESIGN DATA PROJECT: A R c I I IT F PER 2015 IBC DATE: NAME: WIND DESIGN GRITERIA DESIGN PER ASGE 1-10 I. NOMINAL/ULTIMATE WIND SPEED V/asd /Vult 85/110 mph 2. RISK CATEGORY II 1.00 3. WIND EXPOSURE CATEGORY "B" 4. INTERNAL PRESSURE COEFFICIENT +/-55 5. COMPONENTS AND CLADDING DESIGN PRE55URE +/- 16 psf BUILDINGS,STRUCTURES,AND PARTS THEREOF SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH STRENGTH DESIGN,LOAD,AND RESISTANCE FACTOR DESIGN, ALLOWABLE 5TRE55 DESIGN, EMPIRICAL DESIGN OR CONVENTIONAL GONSTRUGTION METHODS, AS PERMITTED BY THE APPLICABLE MATERIAL CHAPTER, SECTION 1604.1 BUILDIN&S,STRUCTURES, AND PARTS THEREOF,SHALL BE DESIGNED TO WITHSTAND WIND LOADS AS DEFINED IN SECTION 160q AND ASGE -1-10 SIMPLIFIED METHOD TO BE USED FOR WIND DESIGN PER ASGE-7-10,SECTION 2"15 03UILDIW-7 HEIGHT 15 LE55 THAN 160 FEET) 110 MPH ULTIMATE WIND SPEED USE 141.6 PSF PER TABLE 2-1.6.1 "EXPOSURE B" WOOD DESIGN PER SECTIONS 2304-2506.STRUCTURES USING WOOD SHEAR WALLS AND DIAPHRAGMS TO RESIST WIND,SEISMIC, AND ALL OTHER LATERAL. LOADS SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH AF 4 PA SDPWS AND PROVISIONS OF SECTIONS 2505-2506 5EISMIG DE516N DATA DESIGN PER ASGE I-1O/SEGTION 1613 I. SEISMIC IMPORTANCE FACTOR le 1.00 2. 5HORT PERIOD ACCELERATION 55 1.66 'see footnote at bottom of page 3. 1 SECOND ACCELERATION 51 0.745 'see footnote at bottom of page 4.51TE CLASS D (default class per IBC) 5.SPECTRAL RESPONSE COEFFIGENT Sor 0.01"12 *see footnote at bottom of page 6. SPECTRAL RESPONSE COEFFICIENT 5a O348 *see footnote at bottom of page "1. SEISMIC DESIGN CATEGORY D D. SEISMIC FORCE RE515TING SYSTEM PLYWOOD SHEAR WALLS 9. DESIGN BASE SHEAR (see seismic calculations) 10.5EI5MIG RESPONSE C0EFFIGENT Cy 0.15 II. RESPONSE MODIFICATION FACTOR R 65 12. ANALYSIS PROCEDURE EG3UIVALENT LATERAL FORGE 13. RISK CATEGORY 11 THE ANCHORAGE OF WALLS SUPPORTING CONSTRUCTION SHALL BE BE DESIGNED IN ACCORDANCE WITH ASGE 7-10,SECTION 12.11.2 IN 5TR11GTURES ASSIGNED TO SEISMIC, DESIGN CATEGORY C-F,COLLECTOR ELEMENTS AND THEIR CONNECTIONS TO VERTICAL ELEMENTS SHALL BE DESIGNED TO RE51ST MAXIMUM EFFECTS A5 SPECIFIED IN ASGE 7-10,SECTION 12.10.2.1 BASE SHEAR V= (F 5.,/I) W ANCHOR 5OLT5i 5/8" DIA X 10",A301 OR BETTER W/7 MIN. EMBEDMENT. V= 1104#/BOLT PER U565,THE MAXIMUM Si IN THE STATE OF WASHINGTON 15 0.748. ALL SEISMIC DESIGN VALUES USED IN TH15 ANALYSIS ARE BASED UPON THIS NUMBER. SINGES,15 LESS THAN 0:15,THEN USE SEISMIC CATEGORY D IF RISK CATEGORY 15 I, 11,OR III 8003 118th AVE NE Kirkland, WA 98033 (426) 828-4117 WWW.NASH—ARCHITECTS.COM 1-� �9 V \r 0 , 00 TT goo all Son© go-OEM - goo �9 S I W I I I I I I I I I I I I I . I I I I I I I M I ` )°' `� �� _ �I N z se M ti N 5 0 N ' 1 N N M'- Y `N Iz- N 7: LATERAL CALCULATIONS CLIENT` 11 NASH-ASSOCIATES WIND WORKSHEET PROJECT: 11 AR CHZTEC,TS DATE: 85 MPH/110 MPH= NOMINALNLTIMATE WIND 5PEED NAMP: IC1.b P5F FRONT ELEVATION LEFT ELEVATION REAR ELEVATION RIGHT ELEVATION LOCATION TOTAL SHEAR FORCE (#) SHEAR UNIT SHEAR W a H z (see chart for wind pressure WALL SHE, WALL 0 specified height) LENGTH (ft) (#/ft) TYPE l Uy l7�SX�r )< (G, 6 30 67 3 5 y k y - 1vP C/7, f x A ��,6 1 30 � -7 3g 91 - �►o Cl�xg u(Ri( 30 ' 3oS7 60 t7 �1 ZYxtik'1q(W C4z3 3 gk F g� �/eXO klcf, 6) -k3/7� 11 57 -7 P/,Zt/ <Z/z 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWII.NAS H—ARCHITECTS.COM CLIENT: +11 NMH-,ASSOCIATES SEISMIC ANALYSIS PROJECT_ � Rr itITECTS DATE: NAME: 1 Weight of Building: Roof Assembly. Asphalt Shingles - 2.00#/ft Cedar Shakes - 2.25#/ft Tile - 9.50#/ft Felt - 0.15 #/ft Felt - 0.15 #/ft Felt - 0.15 #/ft 1/2" Plywood - 1.50 #/ft 1/2" Plywood - 1.50 #/ft 1/2" Plywood - 1.50 #/ft Trusses (N 24" o.c. - 1.75 #/ft Trusses ® 24" o.c. - 1.15 #/ft Trusses 0 24" o.c. - 1.75 #/ft R-38 Insulation - 2.35#/ft R-30 Insulation - 2.25#/ft R-30 Insulation - 2.25#/ft 1/2" GWB Ceiling - 2.00#/ft 1/2" GWB Ceiling - 2,00#/ft 1/2" GWB Ceiling - 2.00#/ft Total 9.75#/ft 'Total 9.90#/ft Total 17.90#/it Use 10.00#/ft Use 10.00#/ft Use 18.00#/ft. 1st & 2nd Floor Assembly. Caret / Pad - 0.50#/ft Hardwood - 2.50#/ft 3/4' T&G Plywood - 2.50#/ft 3/4" TL'tC Plywood - 2.50 N/ft 2x10 ® 16" o.c. - 2.30#/it 2x10 @ 16" o.c, - 2.30#/ft 1/2" GWB Ceiling - 200#/ft 1/2" GWB Ceiling - 2.00 N/ft Total 7.30#/ft. Total 9.30#/ft Use 10.00#/ft Use 10.00#/ft Interior Wall Assembly: Exterior Well Assembly. 1/2" GWB - 2.00#/ft 3/4" Wood Siding - 2.30#/ft 2X4 ® 16" o.c. - 1.10 #/ft. 1/2" Plywood - 1.50 #/ft 1/2" GWB - 2.00#/ft 2x6 @ 16" o.c. - 1.37 #/ft 8.00#/ft R-21 Insulation - 2.10 ft Use Total .10 #/ft 1/2" GW`B - 2.00 /ft Total 9.27#/ft Use 10.00#/ft 4" Brick Veneer - + 3.20#/ft 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NA3H-ARCHITECTS.C01[ NASH=ASSOCIATES CLIENT:- SEISMIC ANALYSIS PROJECT: AR1 HITLCTS DATE: NAME: 2 SEISMIC: V = (C,) (Wdl) (plywood) 2nd Level: Roof: (Asphalt / Cedar Shake) 10#/ft X /30 Z- sf = 13 6 Z O _ or (Tile) 18#/ft X sf = _ Exterior Walls: L x 10#/sf x 1/2 (h) z I50)((&" (E2) Interior Walls: L x 8#/sf x 1/2 (h) C/ Sz 0 'l 165 x4r�I (I� TOTAL _ �i S 6(so lat Level• Roof: (1st Floor Roof) 10#/ft X �j0 sf 2nd Floor. 10#/ft X sf =_/_,U 3 Z 0 Exterior Walls: (E2) + L x 10#/sf x 1/2 (h) �3SZb 0 3Z0 t- /bO k(DX Interior Walls: (I0 +��}}L,, x B /sf x 1/2 (h) /6 fZV0 -f- ¢7OkQ kCfr - D -(11) TOTAL = 35500 LiOy Za Basement: 1st Floor. 10#/ft X of = Exterior Walls: (El) + L x 10#/sf x 1/2 (h) Interior Walls: (11) + L x 8#/sf x 1/2 (h) TOTAL: _ 8003 118th AVE NE :111and, W�1%033�(425) 828-4117.NA3ARHI CLIENT: 11 FARCHII'l- i •ASSOCIATES SEISMIC ANALYSIS PROJECT_ I S DATE: NAME: 3 BASE SHEAR: BASE SHEAR V= (F 5D5/W W V= F (.ql2)/65= .14q LEVEL 2: WdI Z 71 # x 0.149 = LEVEL 1: Wdl 3 51 # x 0.149 = J I Z C( TOTAL: Wdl 0 # x 0.149 = Dead Load Hight �wdmeh Shear ® Stor Level Wdl h)) )( ) = [(Wdl)(h)TV Remarks (Wdl)(h) 2 Z5� � ( � s�� Z W,1C4to7 2 3ss (cit 0-7 1 3�tiCo Total 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH—ARCHITECTS.COM NMH•ASSOCIATES CLIENT: Ft IiTEcrs SEISMIC ANALYSIS PROJECT: DATE: NAME: 4 w� xpht O0W SD a z 0 P N x - �� M o0 N H U1 00 S �Z; n a Z y 93 N H N ti w - r S 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 �� `^ WWFP.NASH-ARCHITECTS COM CLIENT. NASH•ASSOQATFS SEISMIC ANALYSIS PROJECT_ _ A It c�t t t r r c�'t'S DATE: - NAME: 6 Redundancy Factor (p): 1. Maximum allowable wall shear for p<=1 Vumax = (2)(Vaccstory)/Ab 1/2 13� 1 37 7� 2. Maximum actual shear Vmax = Largest seismic wall shear . cfo, = oH (Z 3. p = 2—[2(Vaccstory)/(Vumax)(Ab 1/2) Z (q-, � ) WINO 8003 118th AVE NE Kirkland, WA 99033 (425) 828-4117 WWIf.NASH—ARCHITECTS.COW 18" DEEP FLOOR @ 24" O.C. START LAYOUT 35-00-00 24 O.C. i 7 _ {12 o6 0 0 fT 3 _ o v O O � 4"X 'OF d DRO PE 0 to 0 0 r� o 0 0 0 O, 0 0 o ry O � O � O STAIR CASE ab 4 �o Ic 9-06-00 III o To N CD T 422 d) Deg FT01 8(11 LL M O QN 6 0 9 F I (3) FT1 3) 0 � TRUSS ALIGN I o 0 WITH HDR ABOVE LUS (5) m 2-00.00 GARAGE -- _ — ZOI 2-0 0 HANGERS�HEDULE:' LUS46: 05 THA422:04 19-00-00 5-00-00 11-00-00 y 18-06-00 5-06-00 11-00-00 35-00-00 JAN 0 4 Z017 M1 > 17-1to RQ$uil� Arlin 67tton, i A 82 nustsnsli`ssNt\cl:.Q ni\.r,.wosls inc. n u.,i ee „n:a.l nd,h. :�CWL!omes :�rlingGro,1�'.A 9R223Phone: t-360-925-4155 ,d,�iu�e \'t 6" n. �6"".p:nstllc ,l a"l ;°11I��2016 ,� .��auo ` 'Gregory Park 2338 A,B floor Ambar Dangare -61605529E Fn ;nh•T'Nu r:Jn wbnlc ..•�r..- �(lieCru:.I'I"i.11mlil [.Ci,il.m Iri I -�� 1 g MiTek MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: B1605529F2 B1605529F2 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by ProBUild West(Arlington, WA). Pages or sheets covered by this seal: K2584297 thru K2584314 My license renewal date for the state of Washington is September 28, 2018. Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. vH11NC Zy WASy��C 54074 O wQr ISTE November 17,2016 Zhao,Xiaoming IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdictions(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. Any project specific information included is for MiTek's customer's file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of the design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. Job Truss Trusc type oty Ply B160552ar2 K2584297 B16055291`2 FT01 Floor Supported Gable 1 1jot eC ProBuild Arlington. Arlington.WA 98223 7 640 s Sep 29 2015 MiTek Industries.Inc Wed Nov 16 08 45:08 2016 Page 1 ID wrG PS6ZK92J C iOV Pm H efALyJ KT5-vYOZYcN_Fjuuxpx?RI D GbX bY_ep7?Ij rm p?i 19ylefv o-He Scale=1:29 4 3x4 I1 1 2 3 4 5 6 7 9 9 10 2 0 0 20 19 18 17 16 15 14 13 12 11 3x4= 3x4 r t7_3.p 17- LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.16 Vert(LL) nla n/a 999 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.04 Vert(CT) n/a n/a 999 BCLL 0 0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 11 n/a n/a BCDL 5,0 Code IBC2015/TP12014 (Matrix) Weight:57 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 HF No.2(flat) end verticals. WEBS 2x4 HF Stud/Std(flat) BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud/Std(flat) REACTIONS. All bearings 17-3-0. (lb)- Max Grav All reactions 250 lb or less atjoint(s)20, 11,19,18,17,16,15,14,13,12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 2x4 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 2-0-0 oc. 5)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. �OtALNG 2yq WASyr� 4 h S' 54074 ar Is ,SStGNAt November 17,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 1 R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Streel,Suite 312,Alexandria.VA 22314 Corona,CA 92880 Job Truss Trub-Hype Oty Ply B16055�;, 2 K2584298 B1605529F2 FT02 Floor 12 1 ob Referenw topliwitill ProBuild Arlington. Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc. Wed Nov 16 08:45-09 2016 Page 1 ID:WrGPS6ZK92JCiOVPmHefALyJKT5-NkaxmyOc000kZzWC?SIV8k8dm1 zMkbi_?TkFgbylefu 0-1-8 H r 21.0 1-3� Scale=129 4 2x4 II 2x4— 3x8 — 2x4 II 3x4— 3x4 — 2x4 3x8= 3x4 11 1 2 3 4 5 6 7 8 1 � o u5 13 12 11 10 3x6= 3x10= 2x4 2x4 11 3x10= 3x6= ( 17.3.0 Plate Offsets fX Y1 i4b 1 B.Edoel,1�Q_�q Edyej []1:0 1 S. eJ jL2 0 1 8 Edggj p5:01-8 01 Qj LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0 54 Vert(LL) -0.20 11-12 >999 360 MT20 1851148 TCDL 10.0 Lumber DOL 1.00 BC 080 Vert(CT) -0.27 11-12 >754 240 BCLL 0.0 Rep Stress Incr YES WE 064 Horz(CT) 0.06 9 n/a n/a BCDL 5.0 Code IBC2015ITP12014 (Matrix) Weight:71 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 HF No.2(flat) end verticals. WEBS 2x4 HF Stud/Std(flat) BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=929/0-5-8,9=935/0-2-8 FORCES. (lb)-Max,Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2502/0,3-4=-2502/0,4-5=-2889/0,5-6=-2502/0,6-7=-2502/0 BOT CHORD 13-14=0/1538,12-13=0/2889,11-12=012889,10-11=0/2889,9-10=0/1540 WEBS 2-14=-1731/0,2-13=0/1094,3-13=-295/0,4-13=-64710,7-9=-1738/0,7-1 0=011 0 9 2, 6-10=-293/0,5-10=-647/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. 3)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(DA 31"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards �N11NG 2 wns O O 54074� q� Is f8� �SS�GNAL �� November 17,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 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 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 r. .1 Job Truss Truss type Oty Ply 916055ior2 K2584299 B1605529F2 FT03 Floor 3 1 Job Rele ProBuild Arlington. Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries.Inc, Wed Nov 16 08:45:10 2016 Page 1 ID:wrGPS6ZK92JCi0VPmHefALyJKT5-rx8JzIPEnK8bA750YAGkhyhlKRJZT1 C7D7UpN2yleft 0-1-8 H1 2�1 i 240 1� 2-0-0 �� 0 Scale=149 2 3x6 = 4x6 3x8 = 3x4= 3x4= 4x8= 3x4 H 3x6 FP= 4x4— 3x4 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 of 4 25 24 23 22 21 20 19 18 17 16 3x6= 3x8= 4x6= 3x10 = 3x4 = 4x6= 3x6 FP= 1 17.24 27a" �.�6 17.2.4 10.74 O.4-b Plate Offsets(X,Y)-- [4:0-1-8,Edge],[5:0-1-8,Edge],[11:0-1-8,Edge],[12:0-1-8,Edge],[15:0-3-0,Edge],[16:0-1-8,Edge],[18:0-1-8,0-0-0],[19:0-1-8,Edge],[21:0-3-12,Edge], [2210-1-8.0-DA,( 32 0-1-8.Ednel.126:0.1-8.0.1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1 00 TC 0.74 Vert(LL) -0.25 23-24 >806 360 MT20 1851148 TCDL 10.0 Lumber DOL 1 00 BC 0.80 Vert(CT) -0.34 23-24 >610 240 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(CT) 0.04 20 n/a n/a BCDL 5.0 Code IBC2015/TP12014 (Matrix) Weight:116 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 180OF 1.6E(flat)`Except" end verticals. 16-21:2x4 HF No.2(flat) BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. WEBS 2x4 HF Stud/Std(flat) REACTIONS. All bearings 0-5-8 except(jt=length)15=0-3-8,20=0-3-8. (Ib)- Max Grav All reactions 250 lb or less at joint(s)except 25=862(LC 10),25=831(LC 1),15=485(LC 4),20=1784(LC 1) FORCES. (lb)-Max.Comp./Max-Ten.-All forces 250(lb)or less except when shown- TOP CHORD 2-3=-2264/0,3-4=-2264/0,4-5=-2434/0,5-6=-1875/0,6-7=-1875/0,7-8=0/1261, 8-9=0/1261,9-10=0/1261,10-11=-765/87,11-12=-765/87,12-13=-683/0,13-14=-683/0, 14-15=-687/0 BOT CHORD 24-25=0/1412,23-24=0/2434,22-23=0/2434,21-22=0/2434,20-21=-207/807, 19-20=-447/320,18-19=-87/765,17-18=-87/765 WEBS 8-20=-275/0,2-25=-1589/0.2-24=0/967,3-24=-317/0,4-24=-334/161,7-20=-1894/0, 7-21=0/1285,5-21=-903/0,15-17=0/763,13-17=-329/0,1 0-20=-1 26310,1 0-1 9=017 24, 11-19=-280/0,12-17=-204/273 NOTES- 1)Unbalanced floor live loads have been considered for this design 2)All plates are 2x4 MT20 unless otherwise indicated. 3)Non Standard bearing condition. Review required. 4)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails Strongbacks to PpM1NG Zy be attached to walls at their outer ends or restrained by other means, '�� WA '90 6)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. �C 7)CAUTION,Do not erect truss backwards. e A� ,Q 54074 ok Fc�ISTLI w �'S.slON NAVE', November 17,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1141II-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 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 ANSIITPII Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Sude 312,Alexandria,VA 22314. Corona,CA 92880 .Job Truss Truss ype Q[y 'Ply B160552vF2 K2584300 61605529F2 FT04 Floor 1 1 ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:45:11 2016 Page 1 ID:wrGPS6ZK92JCiOVPmHefALyJKT5-J7ihAeQsYeGSoHga6tnzD9DsTrdHCVOHSnDMvUylefs 0-1-8 H 2f 6 0 I 2-0-0 ' -z s� 2�°s�e 004 a tale=1:49 1 3x4 5x6 3x6 = 3x4 = 4x6 = 3x4 3x8= 3x6 FP= 3x4= 4x4 = 3x4 1 2 3 4 S 6 7 8 9 10 11 12 13 14 15 �A 4 26 25 24 23 22 21 20 19 18 17 16 3x6 3x8- 4x6 = 3x6 FP= 3x10= 4x8= 3x8= 141-4 144B•4 7-740 1-QQ 1-0•Q 14-4 0-4•l) Plate Offsets(X,Y)-- [4:0-1-8,Edge],[5:0-1-8,0-0-0],[11:0-1-8,Edge],[12:0-1-8,Edge],[15:0-3-0,Edge],[16:0-1-8,Edge],[18:0-1-8,0-0-0],[19:0-1-8,Edge],[23:0-1-8,Edge],[24:0-1-8 Eye¢]127:0.1-8.0-1-0) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.91 Vert(LL) -0.28 24-25 >608 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.89 Vert(CT) -0.38 24-25 >460 240 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(CT) 0.04 15 n/a n/a BCDL 5.0 Code IBC2015/TP12014 (Matrix) Weight:122 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat)'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, except 1-10:2x4 DF 180OF 1.6E(flat) end verticals. BOT CHORD 2x4 DF 180OF 1.6E(flat)'Except' BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc bracing. 16-22:2x4 HF No.2(flat) WEBS 2x4 HF Stud/Std(flat) REACTIONS. (lb/size) 26=684/0-5-8,15=616/0-3-8.21=1730/0-3-8 Max Grav 26=756(LC 3),15=641(LC 7),21=1730(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1887/0,3-4=-1887/0,4-5=-1747/119,5-6=-1747/119,6-7=011 262,7-8=0/1262, 8-9=-1260/0,9-1 0=-1 260/0,10-11=-1260/0,11-12=-1266/0,12-13=-966/0, 13-14=-966/0,14-15=-970/0 BOT CHORD 25-26=0/1210,24-25=-119/1747,23-24=-119/1747,22-23=-525/1018,21-22=-525/1018, 20-21=0/473,19-20=0/1266,18-19=0/1266,17-18=0/1266 WEBS 5-23=-478/0,12-18=0/300,7-21=-314/0,2-26=-1361/0,2-25=0/768,3-25=-367/0, 4-25=0/494,6-21=-1 586/0,6-23=0/1114,8-21=-150210,8-20=0/988,9-20=-321/0, 15-17=0/1079,12-17=-809/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 2x4 MT20 unless otherwise indicated, 3)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. COMING 7 _ 5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. .�.� WAs o 6)CAUTION,Do not erect truss backwards. h • 0 A� ,P 54074 OA %1STE� ' �SS�ONALC�V� November 17,2016 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7477 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 Nil 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 IB 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 ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Krug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suds 312,Alexandria,VA 22314, Corona,CA 92880 Job Truss [Floor usstypeQty Ply B160552yF2 B1605529F2 FTOS 4 1 al K2584301 ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries.Inc Wed Nov 16 08:45:12 2016 Page 1 ID:wrGPS6ZK92JCiOV PmHefALyJKT5-nJG40_RVJxOJQQFngblCmNmOnFzPx_jQhRzwRwylefr 0-1-8 H 2-6-0 --{ f-2."40}1fB Scale 3x6= 3x4= 4x6= 3x4 3x4— 4x4— 1 2 3 4 5 6 7 8 9 10 21 f � 1 18 17 16 15 13 12 3x6 = 3x6 FP= 4x4= 3xB = 4x6= 3x8= 14.B.d 5-7-12 Plate Offsets(X,Y)-- [4:0-1-8,Edge],[5:0-1-8,0-0-0],[8:0-1-8,Edge],[9:0-1-8,Edge],[10:0-1-8,Edge],[11:Edge,0-1-8],[12:0-1-8,0-0-0],[13:0-1-8,Edge],[15:0-1-8,Edge],[16:0-1-8 Edgoj 120.0-1.8&,1-0I (210-1-8.0-1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 1.00 Vert(LL) -0.29 16-18 >589 360 MT20 1851148 TCDL 10.0 Lumber DOL 1.00 BC 0.84 Vert(CT) -0.38 16-18 >453 240 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(CT) 0.03 11 n/a n/a BCDL 5.0 Code IBC2015/TP12014 (Matrix) Weight:85lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 HF No.2(flat)`Except' BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. 11-17:2x4 DF 180OF 1 6E(flat) WEBS 2x4 HF Stud/Std(flat) REACTIONS. (lb/size) 19=752/0-5-8,14=1215/0-3-8,11=211/0-3-8 Max Grav 19=776(LC 3),14=1215(LC 1),11=241(LC 7) FORCES. (Ib)-Max.Comp,/Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1956/0,3-4=-1956/0,4-5=-1875/0,5-6=-1875/0,6-7=0/429,7-8=0/429 BOT CHORD 18-19=0/1249,17-18=0/1875,16-17=0/1875,15-16=0/1875,14-15=0/1189 WEBS 7-14=-313/0,2-19=-1404/0,2-18=0/803,3-18=-338/0,4-18=-141/309,5-15=-384/0, 6-14=-1445/0,6-15=0/954,8-14=-584/0,9-11=-419/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 2x4 MT20 unless otherwise indicated. 3)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. pNIING 2y WAS O r co O� Asp 54074 �sSfONALIt�� November 17,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 IT! 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 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Inslilule.218 N Lee Street,Suiba 312,Alexandria,VA 22314- Corona,CA 92880 Job Truss Truss,ype �Qly IPIy B16055��r2 K2584302 B1605529F2 FT06 Floor Supported Gable 1 1 u4 Ri oral ProBuild Arlington. Arlington.WA 98223 7.640 s Sep 29 2015 MITek Industries,Inc Wed Nov 16 08:45 13 2016 Page 1 ID:wrGPS6ZK92JCiOVPmHefALyJKT5-F WpSbKR74FWA1 agzElpRlaJM8fWIgZyaw5iTzNylerq 0-H8 01V Scale=1:34 3 1 2 3 4 5 6 7 8 9 10 11 a 25 o m � 23 22 21 20 19 18 17 16 15 14 13 12 3x4= 3x6 FP= 3x4= &24) 2M2.0 �I�orrSel�rx.Y�- ji to-�-B-Eege� �2a•o.i.a:a1-o)�2s•a1-s.a�-p� LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.26 Vert(LL) n/a - n/a 999 MT20 1851148 TCDL 10.0 Lumber DOL 1.00 BC 0.03 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 12 n/a n/a BCDL 5.0 Code IBC2015/TP12014 (Matrix) Weight:65 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 HF No.2(flat) end verticals. WEBS 2x4 HF Stud/Std(flat) BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud/Std(flat) REACTIONS. All bearings 20-2-0, (lb)- Max Grav All reactions 250 lb or less at joint(s)23,12,22,20,19,18,17,16,15,14,13 FORCES. (lb)-Max.Comp./Max.Ten -All forces 250(lb)or less except when shown. NOTES- 1)All plates are 2x4 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web)- 4)Gable studs spaced at 2-0-0 oc. 5)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �OMiNG 2 i> wnsl 10 to) O� 54074 C' O , jr; �V �sSfONALEN6� November 17,2016 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 ITO fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BC51 Building Component 250 Klug Circle Safety Information available from Truss Plate Inslilute,218 N.Lee Street,Suite 312,Alexandria,VA 22314, Corona,CA 92BBO Job Truss Truss type �Dly IPIy B16055zaF2 K25B4303 81605529F2 FT07 Floor Supported Gable 1 1 Belem—" ProBuild Arlington, Arlington.WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:45.13 2016 Page 1 ID:wrGPS6ZK92JCiOVPmHefALyJKT5-F WpSbKR74F WAt agzElpRIaJEKfJEgYzaw5iTzNylefq 0-1-8 HI 1-81-8 4 0-H8 Scale=1:35 9 3x4 = 3x6 FP= 1 30 2 3 4 6 6 7 8 9 10 11 12 13 29 R 2 8 <::1. !. K '< '� X, �XY.X X y.Y•.Y.Y.X XY,X X Y.,^ 26 25 24 23 22 21 20 19 18 17 16 15 14 3x4= 3x6 FP= 3x4 = 0-6-12 -7-11 fiA 207-12 OA42 .F1a_ (fat a, ol t2s:at s.a�Qi LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.82 Vert(LL) nla n/a 999 MT20 1851148 TCDL 10.0 Lumber DOL 1.00 BC 0.86 Vert(CT) nla n1a 999 BCLL 0.0 Rep Stress Incr NO WE 0,11 Horz(CT) 0.00 14 nla n1a BCDL 5.0 Code IBC2015/TP12014 (Matrix) Weight:74lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 HF No,2(flat)"Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 1-8:2x4 DF 240OF 2.OE(flat) end verticals. BOT CHORD 2x4 HF No.2(flat) BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing, Except: WEBS 2x4 HF Stud/Std(flat) 10-0-0 oc bracing:25-26. OTHERS 2x4 HF Stud/Std(flat) REACTIONS. All bearings 20-8-8, (lb)- Max Uplift All uplift 100 lb or less at joint(s)except 24=-170(LC 3) Max Grav All reactions 250 lb or less atjoint(s)14,22,20,19,18,17,16,15 except 25=657(LC 1). 23=295(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-25=-476/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 2x4 MT20 unless otherwise indicated. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(Le.diagonal web). 4)Gable studs spaced at 2-0-0 oc, 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 170 lb uplift at joint 24. 6)Non Standard bearing condition. Review required. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 8)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means, 9)CAUTION,Do not erect truss backwards. ��Nl1NG l LOAD CASE(S) Standard O 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) t CEO Vert:14-26=-10,1-30=-500,13-30=-100 54074 O�, FdISTER� �`sSfONAL November 17,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 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 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 ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Krug Circle Safety Information available from Truss Plate Institule,218 N Lee Street,Suiks 312,Alexandria,VA 22314. Corona,CA 92880 Jab Truss Truss Hype Oly Ply I816055.ror2 K25t1430A 31605529F2 FT08 Floor 8 1 ProBuild Arlington, Arlington.WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08A5:14 2016 Page 1 ID:wrGPS6ZK92JCiOV PmHefALyJKT5-jiNgpfSlrZe1 fkP9nOKgrorQ22gcPp?j81SOWpylefp 0-1-8 r1 I—I 1 . 2.6.0 2� Z5,12 i Scale=1:36 2 2x4 = 5x10= 2x4 2x4 = 4x8 = 2x4 11 3x4= 3x6 FP= 3x4= 3x4 4x8= 3x4 I I 1 2 3 4 5 67 8 9 10 11 0 0 19 18 17 16 15 14 13 12 2x4 11 4x10= 3x12 MT18H FP= 3x4= 2x4 II 4x12 = 3x8 = Sx10= QQ 0-8-12 6.Q9�r 21-g� &0 20.5-12 02.12 FW1e Offsets fX.Y1 [1_Edg6-at 81 11 a1-8.0-1-Q1 16,0-14Eftel-[$a1 8 Ed9S! [14.0.1-8 0-0-0)11s-0-1-&EftW,(20•0-1-8 a1.01 — — — LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.76 Vert(LL) -0.46 15-17 >536 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0-79 Vert(CT) -0.60 15-17 >409 240 MT18H 220/195 BCLL 0.0 Rep Stress Incr NO WB 089 Horz(CT) 0.07 12 n/a n/a BCDL 5-0 Code IBC20157P12014 (Matrix) Weight:97 lb FT=20e/F,11%E LUMBER- BRACING- TOP CHORD 2x4 DF 180OF 1.6E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 180OF 1.6E(flat)`Except" end verticals. 12-16:2x4 DF 240OF 2.0E(flat) BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, WEBS 2x4 HF Stud/Std(flat) Except: 6-0-0 oc bracing:18-19. REACTIONS. (lb/size) 18=1776/0-5-8,12=1098/0-2-8 Max Grav 18=1776(LC 1),12=1099(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=0/253,2-3=0/255,3-4=-297210,4-5=-2972/0,5-6=-3940/0,6-7=-394010, 7-8=-3940/0,8-9=-3122/0,9-10=-3122/0 BOT CHORD 17-18=0/1631,16-17=0/3741,15-16=0/3741,14-15=0/3940,13-14=0/3940,12-13=011852 WEBS 2-18=-263/0,1-18=-59410,3-18=-2092/0,3-17=0/1524,5-1 7=-8 7410,5-15=-138/648, 10-12=-2091/0,10-13=0/1433.9-13=-290/38,8-13=-1128/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated- 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. 4)Load case(s)1,2,3,4,5,6,7,8,9,10 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 5)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards, ,` OMING 2 LOAD CASE(S) •t`N wASj1r��40 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=l 00 ti Uniform Loads(plf) CJO Vert:12-19=-10,1-11=-100 y � Concentrated Loads(Ib) Vert:1=-570 2)Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) 54074 Q� Vert:12-19=-10,1-11=-100 0 �fC►sTER�19 Concentrated Loads(Ib) F Vert:1=-570 SS�ONAL�NG Continued on page 2 November 17,2016 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 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 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 ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss True.,ype Qty Ply B18055cy1:2 K2584304 B1605529F2 FT08 Floor 8 1 h Relereia 1oDIrMa1 ProBuild Arlington. Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 06:45:14 2016 Page 2 ID:wrGPS6ZK92JCi0VPmHefALyJKT5-jiNgpfSlrZe1 fkP9nOKgrorQ22gcPp?j81SOWpylefp LOAD CASE(S) 3)1st Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1 00 Uniform Loads(plf) Vert:12-19=-10,1-2=-100,2-11=-20 Concentrated Loads(lb) Vert:1=-570 4)2nd Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:12-19=-10,1-2=-20,2-11=-100 Concentrated Loads(lb) Vert:1=-570 5)3rd unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:12-19=-10,1-2=-100,2-11=-20 Concentrated Loads(lb) Vert:1=-570 6)4th unbalanced Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:12-19=-10,1-2=-20,2-11=-100 Concentrated Loads(lb) Vert:1=-570 7)1st chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1 00 Uniform Loads(plf) Vert:12-19=-10.1-2=-20,2-8=-100,8-11=-20 Concentrated Loads(lb) Vert:1=-570 8)2nd chase Dead+Floor Live(unbalanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:12-19=-10,1-2=-100,2-6=-20,6-11=-100 Concentrated Loads(lb) Vert:1=-570 9)3rd chase Dead:Lumber Increase=1.00,Plate Increase=1 00 Uniform Loads(plf) Vert:12-19=-10.1-2=-20,2-8=-100,8-11=-20 Concentrated Loads(lb) Vert:1=-570 10)4th chase Dead:Lumber Increase=1.00,Plate Increase=l 00 Uniform Loads(plf) Vert:12-19=-10,1-2=-100,2-6=-20,6-11=-100 Concentrated Loads(lb) Vert:1=-570 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 ANSIITPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suile 312,Alexandria.VA 22314. Corona,CA 92880 Job Truss Truss�ype rl T y B160552yF2 K2584305 B1605529F2 FT09 Floor 1 ProBuild Arlington, Arlington WA 98223 7,640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:45:14 2016 Page 1 I D:wrG P S6ZK92J C iOV Pm HefALyJ KT5-j iN gpfS IrZel fkP9nOKgrorVf2ovPzuj8lSOWpylefp 0-1-8 H r 2AQ 1 � 2-1-4 t 1-10-12 Scale=1:23,5 2x4 2x4= 3x4= 3x4 11 3x4= 3x4 1 2 3 3x4= 4 5 6 3x6= 7 1 DQ 0 13 12 10 9 8 3x6= 2x4 2x4 3x6= 2x4 11 3x4 3x6= 6.2.12 13.10.8 _ 6.2-12 7-7-12 Plate Offsets fXffi—_2_,G-1-_8_EdgGr`.QL4 EdQBJ. ,i15:0-1-8.0.1.01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0-40 Vert(LL) -0.03 8-9 >999 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0-26 Vert(CT) -0.04 8-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(CT) 0.01 8 n/a n/a BCDL 5.0 Code IBC2015/TP12014 (Matrix) Weight:61 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 HF No.2(flat) end verticals. WEBS 2x4 HF Stud/Std(flat) BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=337/0-3-8,8=419/Mechanical,11=736/0-5-8 Max Grav 14=378(LC 10),8=429(LC 7),11=777(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-506/0,5-6=-60710 BOT CHORD 13-14=0/506,12-13=0/506,11-12=0/506,10-11=0/607,9-10=0/607,8-9=0/607 WEBS 4-11=-271/0,2-14=-562/0.,5-11=-601/0,6-8=-678/0,3-11=-491/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards, OI-AING Z& WAS y� 40 0 54074 0A FCISTi �SS�ANAL November 17,2016 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 Nil 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 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 ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 IN Lee Street,Suds 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Tntss Type Oly Ply 81605529F2 K25931605529`2 FT10 Floor 1 1 ProBuild Arlington. Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries.Inc Wed Nov 16 08:45:15 2016 Page 1 ID:wrGPS6ZK92JCiOVPmHefALyJKT5-BuxCO?TNcsnuHu_MLjrvO?OhuS3SBNutNPBa2Fylefo 2e.0 Scale=123 2 3x4 3x8= 2x4 2x4 3x6= 3.4 1 2 3 4 3x4= 5 6 7 0 r6 12 11 10 9 8 3x6= 3x4= 2x4 3x6= 3x6= r 79.7�8 I t3.7-p Plate Offsete(x.y) 11:Edge.ai-A t3:a4.�.Edaef fa:at e_Etiwsl-Uo:a� LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.37 Vert(LL) -0.11 9-10 >999 360 MT20 1851148 TCDL 10.0 Lumber DOL 100 BC 0.62 Vert(CT) -0.1511-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(CT) 003 8 n/a n/a BCDL 5.0 Code IBC2015/TP12014 (Matrix) Weight:57lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 HF No.2(flat) end verticals. WEBS 2x4 HF Stud/Std(flat) BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, REACTIONS. (lb/size) 12=736/Mechanical,8=736/Mechanical FORCES. (Ib)-Max,Comp-/Max.Ten--All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1755/0,3-4=-1755/0,4-5=-1746/0,5-6=-1746/0 BOT CHORD 11-12=0/1166,10-11=0/1755,9-10=0/1755,8-9=0/1164 WEBS 2-12=-1316/0,2-11=0/691,6-8=-1314/0,6-9=0/661,5-9=-261/0,4-9=-267/195 NOTES- 1,)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �MING 2 wns � � • her y Ox �i� 54074 Off, �GIS7'8R� -.3;9 ALeN�� November 17,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 Addilionai temporary and permanent bracing M 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 ANSIITPII Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N-Lee Street,Suit=312,Alexandria.VA 22314. Corona.CA 92880 Job Truss Truss type Oly Ply B160552aF2 K2584307 616055291`2 FT11 Floor 3 1 ltelarerrse IODtanal� ProBuild Arlington Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:45:15 2016 Page 1 ID:wrGPS6ZK92JC iOV PmHefALyJKT5-BuxCO?TNcsnuHu_MLjrvO?OgVS2h8N WtNPBa2Fylefo 2-6-0 0-p Scale=1 23 6 2x4 3x4 3x6= 2x4 11 2.4 II 3x6= 20 = 1 2 3 4 3x4 = 5 6 7 13 12 11 10 9 3x6= 3x4= 2x4 3x6= 3x6= l 13.11.0 11.11.0 t Plate Offsets IX.Yl— (1:Edo-11-8l 13�0-11-B.Edgel i4'0-11-8 6dngL B(Z j-$Ed"j 111 at-a Edgg1,,113:a1&.Q-I:w LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40-0 Plate Grip DOL 1.00 TC 0.39 Vert(LL) -0.12 9-10 >999 360 MT20 185/148 TCDL 10-0 Lumber DOL 1.00 BC 0.67 Vert(CT) -0.15 11-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(CT) 0.03 8 BIB BIB BCDL 5.0 Code IBC2015/TP12014 (Matrix) Weight:58 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 HF No.2(flat) end verticals. WEBS 2x4 HF Stud/Std(flat) BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=752/Mechanical,8=745/0-3-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1824/0,3-4=-1824/0,4-5=-1813/0,5-6=-1813/0 BOT CHORD 11-12=0/1197,1 0-1 1=011 8 24,9-10=0/1824,8-9=0/1191 WEBS 2-12=-1351/0,2-11=0/732,6-8=-1340/0,6-9=0/705,5-9=-277/0,4-9=-279/198 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. OMING z wA o 0d4► ,� 54074 41� 0 �CISTVQ s��ONAL ECG November 17,2016 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 MOW building design Bracing indicated is to prevent buckling of individual Truss web and/or chord members only Additional temporary antl 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 ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suit:312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss type Qty Ply 81605529F2 K2584308 B1605529F2 FT12 Floor Supported Gable 1 1 lJob Fgrorlco topuonal ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries.Inc Wed Nov 16 08:45:16 2016 Page 1 ID wrG PS6ZK92JC iOV P m HefALyJ KT5-g5VaE LU?NAvlu2YYvRN8wDxu IsY2lwjOc3x7ahylefn 0-g Scale=1:23 6 3x4 II 1 2 3 4 S 9 7 6 17 ri u 16 15 14 13 12 11 10 9 3x4 3x4 = 13,11.0 1 11-0 Plate Offsets(X.Y)-• fi EtloeO-1 B1 .(17:0.1�,( O1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Heil L/d PLATES GRIP TCLL 40,0 Plate Grip DOL 1,00 TC 0.20 Vert(LL) n/a n/a 999 MT20 1851148 TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 9 n/a n/a BCDL 5,0 Code IBC2015/TPI2014 (Matrix) Weight:47 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 HF No,2(flat) end verticals. WEBS 2x4 HF Stud/Std(flat) BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud/Std(flat) REACTIONS. All bearings 13-11-0. (Ib)- Max Grav All reactions 250 lb or less at joint(s)16,9,15,14,13.12,11,10 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)All plates are 2x4 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 2-0-0 oc. 5)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. ()MING ZF(. ��P WA �o y O� 54074 w� SSrONAL�N� November 17,2016 A WARNING-Verily design paramelers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 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 ANSIITPII Quality Criteria,DSB.89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Sulte 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss ype Oty Ply B160552nF2 K2584309 81605529F2 FT16 Floor 1 1 Job Reference ionMall ProBuild Arlington, Arlinglon.WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:45:16 2016 Page 1 ID:wrGPS6ZK92JCi0V PmHefALyJKT5-g5VaELU?NAvlu2YYvRN8wDxstsVOtrU0c3x7ahylefn 0-4-0 F� r 2-&0 1-0.0 1-3-8 ' i � I � Scale:3/4"=1' 4x6 11 3x4= 2x4 11 1 2 3 4 2x4 11 53x4= 83x4 11 o = 10 9 8 3x4 2x4 3x4= 3x6 B-M rOJ•e 7-11-0 Plate onsets�_�-- I3:4�Q.Ed9�1 l�o-�-a.Ed�la:o-1-8 o-t)-01 te-at-a EdgeJ,;l ag 1-a Edp� LOADING(psr) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 035 Vert(LL) -0.05 7-8 >999 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 026 Vert(CT) -0.08 7-8 >999 240 BCLL 0-0 Rep Stress Incr YES WB 0.38 Horz(CT) 0.01 7 n/a n/a BCDL 5.0 Code IBC2015ITP12014 (Matrix) Weight:36 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural woad sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 HF No.2(flat) end verticals. WEBS 2x4 HF Stud/Std(flat) BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, REACTIONS. (lb/size) 7=425/0-3-8,1=425/0-3-8 FORCES. (Ib)-Max,Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-589/0,2-3=-584/0,3-4=-584/0,4-5=-584/0 BOT CHORD 8-9=0/584,7-8=0/574 WEBS 1-9=0/653,3-9=-266/0,5-7=-648/0 NOTES- 1)Unbalanced floor live loads have been considered for this design_ 2)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5)CAUTION,Do not erect truss backwards. p0tMNG ZH WASf10 llz ' 54074 *P0 � A Cl5TE1� �SSIONAL�NG November 17,2016 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 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 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria.VA 22314. Corona.CA 92880 Job Truss Truss type Qly PlylJobB1605529F2 K2584310 61605529F2 FT17 Floor Supported Gable 1 1 ProBuild Arlington, Arlington WA 98223 7 640 s Sep 29 2015 MiTek Industries.Inc Wed Nov 16 08:45:16 2016 Page 1 ID wrGPS6ZK92JCi0VPmHefALyJKT5-g5VaELU?NAvlu2YYvRNBwDxugsYdtwiOc3x7ahylefn 1 2x4 II 2 2x4 11 3 2x4 114 3x4 11 1! Scale=1:10 5 8 — 2x4 0 ai 6 5 3x4= 2x4 11 3x6— 4•SB r 4•S-8 Plate Offsets(Xy).. (8:0.1.8.0-14H LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.24 Vert(LL) n/a n/a 999 MT20 1851148 TCDL 10.0 Lumber DOL 1.00 BC 0.05 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 5 n/a n/a BCDL 5,0 Code IBC2015/TP12014 (Matrix) Weight:19 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 4-5-8 oc purlins, except BOT CHORD 2x4 HF No.2(flat) end verticals. WEBS 2x4 HF Stud/Std(flat) BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud/Std(flat) REACTIONS. (lb/size) 7=97/4-5-8,5=135/4-5-8,6=224/4-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing, 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 2-0-0 oc. 4)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. oµwc ,Zp, _ �F WASk�y�O �0 54074 19V4 FOIST@R� SSf�NALE�G November 17,2016 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 wl 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 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,SuiN:312,Alexandria,VA 22314. Corona.CA 92880 Job Truss Truss type Qly Ply B1605529F2 K25B4311 B1605529F2 FT18 Floor 1 1 �€1�f�@14BS ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:45:17 2016 Page 1 I D:wrGPS6ZK92JC iOV P m HefALyJ KT5-8H3zRh Ud8U 1 c WC7kT8uNTQTOzGmzcBegc jgg68y lefm 4 Scale 1/2"=1' 3x4 3x6= 2x4 2x4 3x4= 2x4 3x4 = 6x6 = 1 2 3 4 5 6 7 8 o 13 12 11 10 9 3x6= 3x4= 3x4= 4x10= 2x4 II t3.7.0 ,EdQ61 I ' 1-8.EdCgJ,j110-1-8.Ef9411 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0,40 Vert(LL) -0.13 10-11 >999 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0,56 Vert(CT) -0.19 10-11 >849 240 BCLL 0.0 Rep Stress Incr YES WB 0,77 Horz(CT) -0.01 8 n/a n/a BCDL 5.0 Code IBC2015ITP12014 (Matrix) Weight:58 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 HF No.2(flat) end verticals. WEBS 2x4 HF Stud/Std(flat) BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=737/Mechanical,8=737/0-3-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1767/0,3-4=-176710,4-5=-1767/0,5-6=-1179/0,6-7=-1179/0,7-8=-1183/0 BOT CHORD 12-13=0/1167,11-12=0/1767,10-11=0/1724 WEBS 2-13=-1318/0,2-12=0/708,8-10=0/1318,5-10=-618/0,5-11=-135/291 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6)CAUTION,Do not erect truss backwards. PGMING 2 �� i•YvA Sr.- O y �0 •off ,�, 54074 w FcrSTS �rs�OrvAl e'Q% November 17,2016 Q WARNING-Verify design paramelers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 Iruss web and/of chord members only Additional temporary and permanent bracing Maeis always required for stability and to prevent collapse 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 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite)312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Trus.t ype Qly Ply 1116055mF2 K2584312 B1605529F2 FT19 Floor Girder 4 1 r. onal ProBuild Arlington Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc. Wed Nov 16 08:45:17 2016 Page 1 ID:wrG PS6ZK92J C iOV Pm H efALyJ KT5-8H 3zRh Ud8U 1 c WC7kT8uNTQTvhGhac9f9ojgg68y lefm 0-'1-8 Scale=1:36.2 3x4 ll 3x4 = 2x4 = 3x4 II 2x4 = 4xB = 2x4 11 3x4= 2x4 3x4— 3x6 FP— 4x8— 3x4 It 1 2 3 4 5 6 7 8 9 10 11 o 2 ;E= 19 18 17 16 15 14 13 12 2x4 11 4x10= 3x12 MT18H FP= 3x4= 2x4 4x12 = 3x8— 4x10 = 0-8-12 6--M f 21-24 d-0 20-5-12 1 0.2-t2 Plate Offsets 1X-Y1 114:0.1-8 0-0.01_MQt1_4LEdgmJ ��-a.at•o� 121:0�•a.o 10� LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.86 Vert(LL) -0.46 15-17 >530 360 MT20 185/143 TCDL 10.0 Lumber DOL 1 00 BC 084 Vert(CT) -0 64 15-17 >383 240 MT18H 220/195 BCLL 0.0 Rep Stress Incr NO WB 0 90 Horz(CT) 0.07 12 n/a n/a BCDL 5.0 Code IBC2015/TP12014 (Matrix) Weight:96 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 DF 180OF 1.6E(flat)"Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 8-11:2x4 HF No.2(flat) end verticals. BOT CHORD 2x4 DF 180OF 1.6E(flat)"Except` BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. 12-16:2x4 DF 240OF 2.OE(flat) WEBS 2x4 HF Stud/Std(flat) REACTIONS. (lb/size) 18=2130/0-5-8,12=1093/0-2-8 Max Grav 18=2130(LC 1).12=1094(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-44/349,2-3=-43/350,3-4=-2916/0,4-5=-2916/0,5-6=-3906/0,6-7=-390610, 7-8=-310210,8-9=-3102/0,9-10=-3102/0 BOT CHORD 17-18=0/1656,16-17=0/3694,15-16=0/3694,14-15=0/3906,13-14=0/3906,12-13=0/1843 WEBS 2-18=-279/0,1-18=-943/120,3-18=-2118/0,3-1 7=011 5 35,5-17=-884/0,5-15=-196/593, 10-12=-2080/0,10-13=0/1422,9-13=-281/40,7-13=-1189/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12, 4)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard P�Zd1I G l� 1)Dead+Floor Live(balanced):Lumber Increase=1-00,Plate Increase=1.00 WAS/y 9Q Uniform Loads(plo Vert:12-19=-10,1-11=-100 yt �� Concentrated Loads(lb) Vert:1=-925 54074 W� �SSIONAL'ENG November 17,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 IT91 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 250 Klug Circle Safety Information available from Truss Plate Inslitule,218 N,Lee Street,Suita 312,Alexandria,VA 22314, Corona,CA 92880 Job Truss ITrus.type Oty Fly B1605S,uF2 K2584313 61605529F2 PT02 FLOOR GIRDER 1 1 ob geter ProBulld Arlington. Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:45 19 2016 Page 1 ID wrG P S6ZK92J C i0V Pm H efALyJ KT5-4gBjsN Wuf5H KIV H7 aZwrYrZE F30j44GS 119nBOylefk 2-" Scale=1:17 5 3x4 5x16= 3x8- 5x12 = 3x6= 1 2 3 4 12 5 0 Im o 9 8 7 3x6 6x10= 3x6 6x10= 5x12 = t 8-1•B i L�01ts�(X Y)- il'F.d9a.a�•R1 la-Q&O.EdgB1.[&Ed9%0.3-Q1 LOADING(psi) SPACING- 2-0-0 CSI, DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1,00 TC 0.92 Vert(LL) -0.09 8 >999 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.73 Vert(CT) -0.13 7-8 >814 240 BCLL 0.0 Rep Stress Incr NO WB 0.89 Horz(CT) 0.03 6 n/a n/a BCDL 5.0 Code IBC2015/TP12014 (Matrix) Weight:61 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-11-2 oc purlins, except BOT CHORD 2x4 HF No.2(flat) end verticals. WEBS 2x4 HF Stud/Std(flat) BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=2236/0-5-8,6=2792/0-6-0 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-10=-416/0,5-6=-606/0,2-3=-4951/0,3-4=-4957/0 BOT CHORD 9-10=0/3578,8-9=0/3581,7-8=0/4786,6-7=0/4786 WEBS 2-10=4007/0,2-8=0/1521,3-8=-743/0,4-6=-5247/0 NOTES- 1)'Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss, 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails, Strongbacks to be attached to walls at their outer ends or restrained by other means 3)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)670 lb down at 8-5-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)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+Floor Live(balanced):Lumber Increase=1,00,Plate Increase=1.00 Uniform Loads(plf) Vert:6-10=-10,1-5=-100 Concentrated Loads(lb) Vert:2=-734 3=-734 4=-1501 11=418 12=-670(F) otffi 2 y �0 54074� cps .� ois �sslONAL'O'o November 17,2016 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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[his design mlo the overall budding 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,iiiWaKp,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety InfonrA#11.available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314 Corona.CA 92880 Job Truss Trus.i ype Qly iPly B16055zaF2 K2584314 B1605529F2 Z01 FLOOR 1 Rift e ProBuild Arlington, Arlinglon,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:45:19 2016 Page 1 I D:wrG PS6ZK92J CiOV Pm HefALyJ KT5-4g BjsN Wuf5H KIVH7aZwrYrZGA3N5452S I19n BOylefk 5-6-0 5-6-0 Scale=1:19 9 2x4 5x16= 2.4 II 2 3 u a 7 8 5 9 10 11 3x10 11 410= 4x10 = � 5•&•0 ( II.O•D r 5�-0 5.8•D LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0,80 Vert(LL) -0.16 5 >800 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.77 Vert(CT) -0.31 5 >411 240 BCLL 0.0 Rep Stress Incr NO WB 0.78 Horz(CT) 0.04 4 n/a n/a BCDL 5.0 Code IBC2015/TP12014 (Matrix) Weight:106 lb FT=20! LUMBER- BRACING- TOP CHORD 2x4 DF 240OF 2.0E TOP CHORD Structural wood sheathing directly applied or 10-0-0 cc purlins, except BOT CHORD 2x6 DF 240OF 2.0E end verticals. WEBS 2x4 HF Stud/Std"Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-6,2-4:2x4 HF No.2 WEBS 1 Row at midpt 2-6.2-4 REACTIONS. (lb/size) 6=3503/0-5-8,4=3214/0-5-8 FORCES. (lb)-Max.Comp./Max.Ten--All forces 250(lb)or less except when shown. TOP CHORD 1-6=-815/0 BOT CHORD 6-7=0/9274,7-8=019274,5-8=0/9274,5-9=0/9274,9-10=0/9274,10-11=0/9274, 4-11=0/9274 WEBS 2-6=-9473/0,2-5=0/1942,2-4=-9473/0 NOTES- 1)2-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 cc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 cc, Webs connected as follows:2x4-1 row at 0-7-0 oc,Except member 2-5 2x4-1 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)Load case(s)1,2 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss, 4)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 cc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means, 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)742 lb down at 2-0-0,742 lb down at 4-0-0,742 lb down at 6-0-0,and 727 lb down at 8-0-0,and 726 lb down at 10-0-0 on bottom chord. The design/selection of such POND 21Tf connection device(s)is the responsibility of others, '�•� F WA 40 LOAD CASE(S) O 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 h ,x Uniform Loads(plf) Vert:1-2=-330,2-3=-100,4-6=-10 l Concentrated Loads(lb) �3 Vert:2=-630 7=-742(F)8=-742(F)9=-742(F)10=-727(F)11=-726(F)( 4074 Ilk5 2)Dead:Lumber Increase=1.00,Plate Increase=1.00 O� �FGIST Vert:12 4 Uniform I-330,2-3=-100,4-6=-10 ��SrONAL��G Continued on page 2 November 17,2016 ,,&WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 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 Pi. 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 ANSIITPH Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suit-:312,Alexandria,VA 22314. Corona,CA 92680 Job ITMM I'❑c,. type ply B1605b,dF2 K2504314 B1605529F2 Zoll FLOOR Ply e ProBuild Arlington, Arlington,WA 93223 7 640 s Sep 29 2015 MiTek Industries,Inc. Wed Nov 16 08:45:19 2016 Page 2 I D:wrGPS6ZK92JC iOV Pm HefALyJKT5-4gBjsN Wuf5H KIVH7aZwrYrZGA3N5452S I19n BOylefk LOAD CASE(S) Concentrated Loads(lb) Vert:2=-630 7=-742(F)8=-742(F)9=-742(F)10=-727(F)11=-726(F) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 HE' 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 BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suito 312,Alexandria,VA 22314. Corona,CA 92880 Wp D � oo r c)w z Q m D � N D � r A m - c � � N z D X mo m M r -;�, T 'm ° I I O i }T co N o - w V o c c o m m a m o a n �-nw•mo' m D v � D �_ =mn I O _I /� , O(O O O N N n 7 M O V) aRDG�C�� p �cNv � c �n Z 5o� j (o °i om � m - m f m vD_p° () Z *T.O E nID '. 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ET n to (Jl`vG n (D J C pSj C. N(D N J Q° (n�' N �1 .N. N N O Q f/1 ',,, (�� 9l (D tl Wo J fD .7 (D O O Q N C.`G m �Q n CD v n CD v m o o� �� l°:(91i 0 o m n - n m c iY n m a) !^c o �. - m o o '�`^. J�' -°m �-m ? o �a `o;3 0 � a � � y�. 3 N -1 (D V, J N N J O C (D o00 m ° ° m m m c-CD CD hi'�' �' .�E CD °+ m m m m'n A. mN �� o Q y.m ?� CD a n� m ma 0 Q N N 10 y p l0 <q — 3 O � Z O(D CD r� N MiTekR MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: B1605529 B1605529 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by ProBuild West(Arlington, WA). Pages or sheets covered by this seal: K2584257 thru K2584262 My license renewal date for the state of Washington is September 28,2018. Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. ON11NG ?j/ wnsyc O r 54074 Oci4 November 17,2016 Zhao, Xiaoming IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdictions(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.Any project specific information included is for MiTek's customer's file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of the design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. Job JTruss Truce_ .ype Qly iPly B1605:.__ K2584257 B1605529 A01 GABLE 1 1 Reference tion t ProBuild Arlington, Arlinglon,WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:43:41 2016 Page 1 ID:As6_8GDpo49upsHoVkGOBbyJNVC-ypGglsKPI_xE7RoHr_AsaBVgzZ6g6vt1 mnobliylehG }uao 17.a.e As-" �� 1410 17-6-0 17-6-0 1 a0 Scale=1:61 3 3x4= 500r 11 12 10 �13 9 3x4 14 7 39 6 `�- 15 3x4 6 �� 16 7 5 1b20 4 v11 2 0 L 21 22 o Iv 0 3x4 = 3x4 38 37 36 35 34 33 32 31 30 29 29 27 26 25 24 23 3x4= 15-0-0 PIa1q-Offsets(X.YI— [11�0-2.O.Edagl LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 1 0) Plate Grip DOL 1.15 TC 0.15 Vert(LL) 0.00 21 n/r 180 MT20 185/148 (Roof Snow=2 Lumber DOL 1A5 BC 0.09 Vert(CT) 0.00 22 n/r 120 TCDL 10 0 Rep Stress Incr YES WB 0.20 Horz(CT) 0.01 21 nla n/a BCLL 0 0 Code IBC2015ITP12014 % (Matrix) Weight 157 lb FT=20/ LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation ouide- REACTIONS. All bearings 35-0-0. (lb)- Max Horz 2=92(LC 10) Max Uplift All uplift 100 lb or less atjoint(s)38,37,36,35,34,33,31,29,28, 27,26,25,24,21,23 Max Grav All reactions 250 lb or less atjoint(s)2,37,36,35,34,31,30,28,27, 26,25,24,21,23 except 38=332(LC 1),33=251(LC 17),29=255(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 3-38=-252/70 NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=6,Opsf;BCDL=4,8psf;h=25ft;Cat,II;Exp B;enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 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;Fully Exp,;Ct=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 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. P�T1IING zfJq 8)Gable studs spaced at 2-0-0 oc. 4 WAsj�� 0 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, �tp 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 �� 0 fit between the bottom chord and any other members- 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)38,37,36,35,34, 33,31,29,28,27.26,25,24,21,23. 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �0� 54074 Fc►s1r�X� NAL�NG` November 17,2016 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 ptOWy damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANBIITPII Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suilu 312,Alal wwdi.VA 22314. Corona,CA 92880 Job Truss Tru_ .ype Oly Ply 61605 K2584258 81605529 A02 Common 19 1 0o Refarancu tonal' ProBuild Arlington. Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:43:42 2016 Page 1 ID:As6_BGDpo49upsHoVkGQBbyJNVC-Q?g2VCL2V134dbNUOhh5601jczG_rA?B_RA918ylehF We 11•� 57-11 1?.d�1 ??.7.111 29.45 3&0.0 l A•0 5-7-11 6-8-11 5-1-10 5-1-10 6-8-11 5-7-11 11-000 Scale=1 60 8 4x4= 5 00 F12 6 3x4 % 3x4 5 7 3x8 16 17 3x8 414 rZ 8 2x4 2x4 6 3 9 2 10 vI1 t 1 Iv 0 3x8— 15 18 19 14 t3 20 21 12 3x8- o 3x4= 3x6= 3x8 3x4= = 8-1Q 15 i 17.6.0 3t01f ,1 8_10-15 B-7-1 &7.1 8-10-15 _E1a1QQ1IvAs_ ,. — 12:0-42-071-81,110:0.4-2.41-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 250 1 0) Plate Grip DOL 1.15 TC 0.67 Vert(LL) -0.27 13-15 >999 240 MT20 1851148 (Roof Snow=2 Lumber DOL 1.15 BC 0.80 Vert(CT) -0.49 13-15 >849 180 TCLL 10 0 Rep Stress Incr YES WB 0.97 Horz(CT) 0.16 10 n/a n/a BCLL O.0 Code IBC2015/TP12014 (Matrix) Weight:136 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud/Std'Except" No 6-13:2x4 HF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1571/0-5-8,10=1571/0-5-8 Max Horz 2=92(LC 10) Max Uplift2=-59(LC 10),10=-59(LC 11) FORCES. (lb)-Max.Comp,/Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3209/121,3-4=-2843/62,4-16=-2752/64,5-16=-2677/80,5-6=-1995/75, 6-7=-1995/75,7-17=-2677/80,B-17=-2752/64,8-9=-2843/62,9-10=-3209/121 BOT CHORD 2-15=-150/2895,15-18=-46/2282,18-19=-46/2282,14-19=-4612282,1 3-1 4=-4612 2 8 2, 13-20=0/2282,20-21=0/2282,12-21=0/2282,10-12=-58/2895 WEBS 6-13=-8/1180,7-13=-887/130,7-12=0/478,9-12=-429/135,5-13=-887/130,5-15=0/478, 3-15=-429/134 NOTES- 1)Wind:ASCE 7-10,Vult=110mph(3-second gust)Vasd=87mph,TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat,11;Exp B,enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10.Pf=25.0 psf(flat roof snow);Category 11,Exp B;Fully Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.0 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. OMING 2 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 �P. 9 fit between the bottom chord and any other members,with BCDL=8.Opsf. '� OF W 0 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,10 G 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. GOl0� 54074 k� O.f� FcIsTFR� NALENG` November 17,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE 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 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 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Sireel,Suitt:312,Alexandria.VA 22314, Corona,CA 92880 Job Truss Tru_ .ype Qty Ply 61605- K2584259 B1605529 A03 GABLE 1 1 uo ProBuild Arlington. Arlington.WA 98223 7.640 s Sep 29 2015 MiTek Industries-Inc Wed Nov 16 08-43:43 2016 Page 1 ID:As6_8GDpo49upsHoVkGQBbyJNVC-uCNQiYMgGbBxElxgyPCKfcayDNhDam9KD5vigaylehE }f-S)_q 4�.9 �_&�.0�_iL•lft:l n.e.D aaD.e orrn,o 1.0-D 4-7-9 3-7-7 3-7-7 5-7-9 17-6-0 1-0-0' Scale=1 61 3 3x4= 5 00 F12 10 11 9 12 8 3x4% 13 6 36 7 14 3x4 3x6 5 15 16 4 17 3 18 19 j 2 3x8 I a 3x4= 32 31 \ 3x4= 3x8= 3x4- 30 29 28 27 26 25 24 23 22 6x6= &10 a ' 8.3.0 28.M _-Peale Offsets(x Y)- 12V-f-2Zdge1 [1060,2 o.EdgeL 130:0-940-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 1 0) Plate Grip DOL 1.15 TC 0-43 Vert(LL) -0.09 2-32 >999 240 MT20 185/148 (Roof Snow=2 Lumber DOL 1.15 BC 0-48 Vert(CT) -0.17 2-32 >999 180 TCDL 0,0 Rep Stress Incr YES WB 0-40 Horz(CT) 0.03 30 n/a n/a 11CDL 8-0 BCLL 0-0 ' Code IBC2015ITP12014 (Matrix) Weight:166 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-12 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2x4 HF Stud/Std"Except' 10-0-0 oc bracing:2-32,30-32. 4-30:2x4 HF No.2 JOINTS 1 Brace at Jt(s):34,35 OTHERS 2x4 HF Stud/Std MiTek recommends that Stabilizers and required cross bracing [Instal.1afion ouide- be installed during truss erection,in accordance with Stabilizer REACTIONS. All bearings 18-11-8 except(jt=length)2=0-5-8. (Ib)- Max Horz 2=92(LC 10) Max Uplift All uplift 100 lb or less at joint(s)2,30,20,29,28,27,26,25,24, 23,22 Max Grav All reactions 250 Ito or less at joint(s)20,29,27,26,25,24,23,22 except 2=672(LC 17).30=1144(LC 17),28=260(LC 18) FORCES. (Ib)-Max.Comp./Max,Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1030/58,3-4=-692122,4-5=-57/322,5-6=-45/326,6-36=-45/327,7-36=-38/386, 7-8=-10/325,8-9=0/418,9-10=0/339,10-11=0/289,11-12=0/390,12-13=0/381, 13-14=-5/382,14-15=-11/382,15-16=-19/368,16-17=-33/382,17-18=-47/382, 18-19=-61/379,19-20=-82/391 BOT CHORD 2-32=-98/892,31-32=-92/894,30-31=-92/894,29-30=-340/87,28-29=-340/87, 27-28=-340/87,26-27=-340/87,25-26=-340/87,24-25=-340/87,23-24=-340/87, 22-23=-340/87,20-22=-340/87 WEBS 4-33=-954/101,33-34=-954/104,34-35=-1307/185,30-35=-1304/187,4-32=0/456, 3-32=-338/90,32-34=-347/86,7-34=-354/72,9-30=-465/63,11-29=-307/0 NOTES- OgING 7, 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.11,Exp B;enclosed;MWFRS �' OF WASy�� (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 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;Fully Exp,;Ct=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 19.0 psf or 2,00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. .off 54074 c1 6)All plates are 2x4 MT20 unless otherwise indicated. fit` �£QIS'fE�G� 7)Gable studs spaced at 2-0-0 oc. s 0, 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, "rONAL�� 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 bet men the b Itom chord and any other members. Con on page g November 17,2016 ,&WARNING-verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 NOW is always required for stabilily and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N,Lee Street,Suite 312,Alexandria.VA 22314. Corona,CA 92880 Job Truss Tru_ .ype Qty Ply 61605, K2584259 B1605529 A03 GABLE 1 1 to l a ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:43:43 20% Page 2 NOTES- I D:As6_BGDpo49upsHoVkGQBbyJN VC-uCN QiYMgGbBxElxgyPC KfcayDN hDam9KD5vigaylehE 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s)2,30,20.29,28,27,26,25,24,23,22, 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. A WARNING-Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 chofd Mmbabefs only.Additional temporary and permanent bracing Welis always required tot slabdey and 10 pfevanl collapse withpossible PesaOnat IaJury and toMpOrtydamage, For general guidance regarding the fabrication stMage,delivefy.mochon and Malang of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Infotmatfon available from Truss Plate Msteulo,218 N Lee Street,Suite 312,AlexandtGl.VA 22314. Corona,CA 92880 ,1 Job Truss Tru- .ype Qty Ply B1605, K2584260 81605529 801 GABLE 1 1 e n� ProBuild Arlington, Arlington.WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:43:44 2016 Page 1 ID:As6_BGDpo49upsHoVkGQBbyJNVC-MOxowuMllvJosvWsW6jZCp7ASm77JIgTSIfFMI ylehD 1-0-0 8-3-0 B-3-0 Scale=1:30 4 3x4= 5 6 500 12 4 7 16 6 3 9 o ,X 10 to 3x4= 15 14 13 12 11 3x4 r 19.&d trtti.Q -P�ale_91(`�iX Y►�!tia-2D-Ecl9e1 LOADING(psf) SPACING- 2-0-0 CSf. DEFL, in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.20 Vert(LL) -0.00 10 n/r 180 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.11 Vert(CT) 0.01 10 n/r 120 TCDL 10.0 Rep Stress Incr YES WE 0.06 Horz(CT) 0.00 9 n/a n/a BCLL 0.0 ' Code IBC2015ITP12014 (Matrix) Weight:56 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation auide. REACTIONS. All bearings 16-6-0, (lb)- Max Herz 2=46(LC 10) Max Uplift All uplift 100 lb or less at joint(s)2,9,15,14,12,11 Max Grav All reactions 250 lb or less at joint(s)2,9,14,13,12 except 15=340(LC 17),11=401(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown WEBS 3-15=-260/68,8-11=-306/79 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.Bpsf;h=25ft;Cat.11,Exp B;enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed,Lumber DOL=1.60 plate grip DOL=1.60 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;Fully Exp.;Ct=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 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. P�M►NG 2 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. 'C'-,'`` -WASk! 90 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 will tit, ACT fit between the bottom chord and any other members. Q? 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,9,15,14,12,11. co �¢ 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 54074 qr� �GISTE�N �v �ssr�N AL November 17,2016 AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 19! 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 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,SON,-312,Alexandria.VA 22314. Corona,CA 92880 Job Truss fru, .ype oly Ply61605529 B02 ommon 1 1 ,�U R9(gretlre ftmuonat ProBuild Arlington. Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:43:45 2016 Page 1 ID:Ash_8GDpo49upsHoVkGOBbyJNVC-gaVB7ENwoDRfU3534pEokl fLIAM22j KdhPOpuTylehC rf„ 4.7.9 a.3.0 11-10.7 1-o-o 4-7-9 3-7-7 3-7-7 4-7-9 1-0-0 Scale=1:30 4 4x4= A 500 F12 2x4 2x4 3 5 2 6 7 Io 8 3x4— 3x8 3x4 = = l3.3.0 16.9.0 r 8 3-o Plate Offsets(X.Yl-- 12,0.0.14.Edgel (§&Q-14 Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TOLL 25.0 plate Grip DOL 1.15 TC 0.23 Vert(LL) -0.09 2-8 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.52 Vert(CT) -0.17 2-8 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.23 Horz(CT) 003 6 n/a n/a BCLL 0.0 ' Code IBC2015/TPI2014 (Matrix) Weight:56lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-9 oc purlins. BOT CHORD 2x4 HF NQ.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer nstallation aude. REACTIONS. (lb/size) 2=776/0-5-8,6=776/0-5-8 Max Horz 2=-46(LC 11) Max Uplift2=-35(LC 10),6=-35(LC 11) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown, TOP CHORD 2-3=-1290/57.3-4=-949/19,4-5=-949/19,5-6=-1290/57 BOT CHORD 2-8=-51/1129,6-8=-5/1129 WEBS 4-8=0/452,5-8=408/98,3-8=-408/97 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25 0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.0 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. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,6. bAING 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. e.0 Zy .10 0� .off k 54074 w� OA fO/S.fCiK�' ,��V �ss�ONAi. - November 17,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-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 BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Insfidule,218 N Lee Street,SuiBa 312,Alexandria.VA 22314- Corona,CA 928ao Job Truss Tm_ ype Qty Ply B1605- K2564262 B1605529 Cot GABLE 1 1 ' Refluence t brut ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:43:45 2016 Page 1 ID:Ash_8GDpo49upsHoVkGQBbyJNVC-gaVB7ENwoDRfU3534pEokl fLMATb2mydhPOpuTylehC f 11.14n 1-40 5-6-0 5-6-0 Scale=121,4 3x4 4 52x4 I1 2x4 500 Fl2 62x4 12 7 2 Li QIVIX 9 Iv 0 X 11 10 9 3x4= 2x4 2x4 I 2x4 3x4= t 1-0A Plato-Offsets(X-Y)— "-2-Q,);r" LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/defl Ltd PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.19 Vert(LL) -0.00 7 n/r 180 MT20 185/148 (Roof Snaw=25.0) Lumber DOL 1.15 BC 010 Vert(CT) 0.00 7 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 7 n/a n/a BCLL 0-0 Code IBC2015/TP12014 (Matrix) Weight:35 lb FT=20% B-COL Ilk LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 HF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer nstallat on bide- REACTIONS. All bearings 11-0-0. (Ib)- Max Horz 2=-32(LC 11) Max Uplift All uplift 100 lb or less atjoint(s)2,7,11,9 Max Grav All reactions 250 lb or less atjoint(s)2,7,10 except 11=368(LC 17). 9=270(LC 18) FORCES. (lb)-Max.Comp,/Max.Ten.-All forces 250(lb)or less except when shown. WEBS 3-11=-301/80 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 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,Fully Exp.;Ct=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 19.0 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, GMING Z 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. N 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 0 fit between the bottom chord and any other members 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,7,11,9. 0 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �'Po 54074 �sS�ONAL 6�G` November 17,2016 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suds)312,Alexandria,VA 22314. Corona,CA 92880 coo D vv 1 ;p Ill - - �z x + D 3 � cn j O n�G�Copaz CU N o °: w n o ncc (p �� a X m co A na� mo' 0) D a � D 0_ m =(D 7 a oa 610 (O 7 N N 7 0 �_ m n c QQ Z o m 2 o m a_�l o+ Dp° C) Z ID ' 3 73 a CL m 'n ° QCD C (n =acN co mo o--ao3N� D O a) O- 0) N�• N'(� 01 O N N _C-. N < (D m'�(n N ID C'G 7 N N Z ° n.�0 a7 N v (D C ]•n O N �0) l O_� pN a U1 �an��om om�o ° m �� D �cn �Na 6 �m � w � � 3my ° m (D (D 6) l7 Q N 3 O O_a N N o'O. o N Q (p n 7 N N O(D(� v N N �. 7 _ n Q Z O_ 7'O Z �_ O:a o' 7 N (D O 7• o. -4 _ (O (n o' O C) (D 7 O j (D S Q D n) m n(0 nni = W a m o m� m' t�D N cn c N O �_ 01 7 0 C)O (n (n (p n. (D ° N 7 (D X O N O Q? 7 ri o m m O m a= _ N.m o °'CD •_ (n o'afD o m CD °� o Z '-' 7 0 �`� 0) 7 0) 7 C a N 7 (D p (D (n O CD c 7 (D U) N (D m e m m n „ z 0 a TOP CHORD c2 2A0 mo mz(n (O (n' 7 N O j (n C ."A cn T O 7 7- d .'a (7 VJ _n DZ c� ma w(D (on °� m- � -I j z =m 0) (n u, m cn m m m CD O M M �m O (D m n<) C(DD(o' rn m m A W c m W a (� m (D C Z ry u) D �' G7 D _ (n U) (D Q- m N �� O O N o v) O Q v cn �cmn O o �z m Cl) �• (D N U) (D O W G Z z 3 = (00n p rn. M N (Q 7 j 7 OD r 1 G)co O N OJ m a 00 (n y m 7- � (i) c0i o m co m �m p m tc N Q � A N Q Q W =o J j ��1 _� mm �_ N (D O = n N z ° (DEr Z3 m o o.<' O D o x' v U < Z (D 2 0 o N 07 cn o M O (� c T m m 3 -(g cn a s a n N m o m TOP CHORD O Cp OJ J (P A W N f0 W �I OI N A W N -n ZD j'Q� oc� vo j oRot o �� av � Nw m� d� �� o=.� °)mom mm o�iw nc �Da O O a 0 0 °� o o y 3 5- m m m m o ll m 3 m 'a m m 3 3 M a .' CD N i m ? 3'o m d o -, (°.° m c nv N m 0 o �'v N n m 3 2�° n3) x c m an d CD N O m- c0.m m O. O"' ° J O a N m N N O LT _.� x O y m O' O 0 �- O O O O �\ p3 J o0, m mo n Jffl J a m3 ^ y mN m J w m m3 m o 2m N_a a v° ?� -n V m m o _ 3 m m o o m m m m J n m 0 6_ O fn .-.m o -.. < jN -N O-.Nr. m N =; O-. :p N.� °-N _N l0 a m ° (DO O U ID 0 M �C ff) _ _ 73 �m mmm _ �. �� orn m 3�' .0C. mJ �J J2 v=m ^ 'L Ja o) -°^ � � O O n J OM O 3^' O O C O Vi J UI m c» D_N C J° o O N `< C J m O- O' /� m- c y� m oc °� mm m m� 0 0 3m °-�� a oya c0iy ff� mm c �cn N° o.a O �V y m_. .� m m cn' /� m"O C 3 m N 1° 3 FO .N (D O- `<O m ._. N�.m Q N am 91 c0 C) m m 3 m m 3 J m '3 m c c m m n,a ' 3 m y ?m m m m 0 m 5 m ° f- Dw o o n m y m m v� e o O O (D <.y O W m 6 O. °- #N c0 J O O O 2°' .-N.. 6 Z N - N 3 J 41 — C J f 3 3 m c d ° m m o ? m d N °c D m _�a v v < �, a m m ni m �' ° m J 0 10 5 4. o G)a <� m m Z c c^ J ° J m m o- w n f0 n`< _°- m J c N y �.0 m .m�n J Q°O (/)^: �_N 01 .�.. ° �? �°o m n �� J w mo m°12 �v �Q �m m Dm <� n° ° Qn -.m `� v o N c O' m d m O N N Q ID J Cl N O O J -'G a) n 0 O m ... n m d N n mn `�� o �. __ 7m o "•N. �3 �� n°' ? o . `o'>• o Q y N('o �3 —11 m m Jc C)N 5 �< -�O m .J-. a N 3 m m F o� Z 0 m y m m Jm r� o 3. 3 m ° y m m m n rf 3 J O Wm O m a J O m 9l D' J� N NT ou C) O J 71 n N O. J (D ff m O- O. to Q ° Ncn N p m J m 00 <° CD 3 CD 1-F M N .1 35-00-00 ( 1-1 -04 I � —— ► O � U _ ► � QO i 0 0 0 � o S M � <5/12 5112> r�i o 00 � N O 4 V � V A07_ ► — A06 ► 3 N_ O V ► dUa o2 O O O �9 o 0 0 o d <5/12 o $ B01 N 2 0 00 GARAGE y s 2- -00 RANGER SCHEDULL 2- -00 1 HUS26:04 2-0 .00 , rITL SCHEUULL <5112 E01 5/12> V-2x4 BLOCKS:65 g 4-00-00 12-00-12 18-06-00 5-06-00 11-00-00 35.00.00 Received !AN 0 4 M17 ND 1Z7(e PR O S u''d Arlin ton, Ave 82 o'Is n 1`ec s ructau nrsorasna l t Arlinghm. Phone: 1-360-925-4155 NJ M1.=pl.ilc 11l 1,ur acn'nr=`Je. iiJ.il,l:J LGI Homes 2016 Gregory AmbarDangare B1605530 Gre o Park 2338 B "�Ix"`fr,o,Plmo`la• `t8:'[;Oni o`Urn Llti.y! � I� : •:,� �.�X,. A MiTek MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: B1605530 B1605530 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by ProBuild West(Arlington, WA). Pages or sheets covered by this seal: K2584263 thru K2584296 My license renewal date for the state of Washington is May 16,2017. Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. �ERML e Q��oF WASywc`�FA GO �� 14 P0A ,p 51398 AGIST6R� S� November 16,2016 Baxter, David IMPORTANT NOTE:The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdictions(s) identified and that the designs comply with ANS[/TPI 1. These designs are based upon parameters shown(e.g., loads,supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customer's file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of the design parameters and properly incorporate these designs into the overall building design per ANSI/TP[ 1,Chapter 2. Job Truss Truss type Qly Ply B1605b,., K2584263 B1605530 A01 GABLE 1 1 r1r e ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:44:25 2016 Page 1 ID:Ash_SGDpo49upsHoVkGQBbyJNVC-fHwlXvsONVT_HC91QDyBMSJBtl77Qpm Wtd4wl9ylega �f 1TBtl j 7-6 31 on 11.6e 17-6-0 -0 WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES),A HINGE TYPE CONNECTION WILL BE Scale=1:61 3 CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE GABLE TRUSS.THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED 3x4— BY RIGID CEILING AT THE HINGE TYPE CONNECTION POINT THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THE HINGE 11 12 CONNECTION SITUATION. COMPETENT PROFESSIONAL ADVICE MUST BE 10 OBTAINED RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL BRACING 13 TO TIIE HINGE TYPE CONNECTION. 9 3x4� 14 7 39 8 15 3x4 5 00 12 6 16 7 5 18 4 j 3 20 011 2 21 22 - Io 3x4 = 3x4= 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 3x4 = _ 15A0 Plate Offsets(X.Y)•- [11 Z-2-0-Edggl 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 015 Vert(LL) 0.00 21 n/r 180 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 009 Vert(CT) 000 22 n/r 120 TCDL 10.0 BCLL 0.0 Rep Stress Incr YES WB 020 Horz(CT) 0.01 21 n/a n/a ' Code IBC2015ITP12014 (Matrix) Weight:1571b FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer REACTIONS. All bearings 35-0-0. Installation aulde. (Ib)- Max Horz 2=92(LC 10) Max Uplift All uplift 100 lb or less at joint(s)38,37,36,35,34,33,31,29,28, 27,26,25,24,21.23 Max Grav All reactions 250 lb or less at joint(s)2,37,36,35,34,31,30.28,27, 26,25,24,21,23 except 38=332(LC 1),33=251(LC 17),29=255(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 3-38=-252/70 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.11,Exp B.enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 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;Fully Exp.;Ct=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 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated. ��G 7)Gable requires continuous bottom chord bearing. Cr"R�II j 6 B)Gable studs spaced at 2-0-0 oc. WASFj� `7), 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, �C� �� 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 E p fit between the bottom chord and any other members. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)38,37,36,35,34, 33,31,29,28,27,26,25,24,21,23. 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 51398 �SS"0NALENGti November 16,2016 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 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 - ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N,Lee Street,Suito 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss type Qty Ply 31605b� K2584264 B1605530 A02 Common 10 1 ProBuild Arlington Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:44:25 2016 Page 1 ID:As6_8GDpo49upsHoVkGQBbyJNVC-fHwlXvsONVT_HC91QDyBMSJ3m Iy2QdeW1d4wl9ylega W !� 11 7T-q.8 1 5-1-10 r ?7.7.1n 2R.4•t I '+s-n 0 3a.rf.rf 1�6i0 5-7-11 6-B-11 5-1-10 5-1-10 6-8-11 5-7-11 1.0.0 Scale=1:60 8 4x4= 5.00 12 6 i 3x4% 3x4 5 7 3x8% 16 17 3x8 4 8 2x4 2x4 i 3 9 2 10 cI1 11 d Ia 3x8= 15 18 19 14 20 21 12 13 3x8= 3x4= 3x6= 3x8= 3x4 = 1 8.10.15 i f i 35-0 Q 8.70.15 &7.1 RJ•1 d_10-t 5 Plate Offsets(&Y)-- 12,0.4.2.0 1-81.[10.0 4-2.0 1-81 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 0-67 Vert(LL) -0.27 13-15 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 080 Vert(CT) -0.49 13-15 >849 180 TCDL 10.0 BCLL 0.0 Rep Stress Incr YES WB 097 Horz(CT) 0.16 10 n/a n/a ' Code IBC2015/TPI2014 (Matrix) Weight:136 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud/Std"Except' Lrbe iTek recommends that Stabilizers and required cross bracing 6-13:2x4 HF No.2 installed during truss erection,in accordance with Stabilizer stallation clulde. REACTIONS. (lb/size) 2=1571/0-5-8,10=1571/0-5-8 Max Horz 2=92(LC 14) Max Uplift2=-59(LC 10),10=-59(LC 11) FORCES. (lb)-Max.Comp,/Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3209/121,3-4=-2843/62,4-16=-2752/64,5-16=-2677/80,5-6=-1995/75, 6-7=-1995/75,7-17=-2677/80,8-17=-2752/64,8-9=-2843/62,9-10=-3209/121 BOT CHORD 2-15=-150/2895,15-18=-46/2282,18-19=-46/2282,14-19=-46/2282,13-14=-46/2282, 13-20=0/2282,20-21=0/2282,12-21=0/2282,10-12=-58/2895 WEBS 6-13=-8/1180,7-13=-887/130,7-12=0/478,9-12=-429/135,5-13=-887/130,5-15=0/478, 3-15=-429/134 NOTES- 1)Wind:ASCE 7-10;Vult=l1Omph(3-second gust)Vasd=87mph,TCDL=6.Opsf;BCDL=4,8psf;h=25ft,Cat,II;Exp B;enclosed;MWFRS (envelope)gable end zone,cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.0 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 willRRII fit between the bottom chord and any other members,with BCDL=8.Opsf. ,t9 O�WAS,y1 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,10. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �T 7 TD J A�O RF 51398 �q4 .P OISTSR �sstONAL LNG` November 16,2016 Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 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 A 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 ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Slreel,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Trusa type Jily Ply B1605b,.,, K2584265 B1605530 A03 HIP GIRDER e 1 I ProBuild Arlington Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries Inc Wed Nov 16 08:44:28 2016 Page 1 ID:As6_8GDpo49upsHoVkGQBbyJNVC-3sbR9xuugQsZ8guJ5LWu_5xZ2Wifd_DyZbJavTylegX 0 5-8-14 2 5-6 2.11-9 5-4-15 6-4-3 5-8-14 0.2• 2-2-6 3-8-8 •04) Scale:3/16"=1' = 5 00 12 5x8 4x10 4 3x8= 3x6= 4x6= 5x8-- 3 19 0 5 21� 6 22 23 7 8 24 26 27 9 28 2x4 1D d1 Q 1 12 N Io 3x8= 18 17 16 15 29 30 31 14 32 33 34 13 35 36 3x10 = 4x6 = 3x6 - 6x18 MT18H= 2x4 11 410 = 6x6= S.B.Y4 �u_Ll.l la.&12 ?210.15 j�3.�I 35.0.0 54L1r1 5-4-15 &4 IS BM3 8-4.3 Pia"ffsels(fv►- 00-4-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TOLL 25-0 Plate Grip DOL 1.15 TC 0.73 Vert(LL) -0.63 14-15 >657 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.55 Vert(CT) -0.95 14-15 >435 180 MT18H 220/195 TCDL 10.0 BCLL 0.0 Rep Stress Incr NO WB 0.98 Horz(CT) 0.15 11 n/a n/a Code IBC2015/TPI2014 (Matrix) Weight:372 lb FT=20 LUMBER- BRACING- TOP CHORD 2x4 HF No.2'Except` TOP CHORD Structural wood sheathing directly applied or 3-7-7 oc purlins,except 3-7,7-9:2x6 DF No•2 2-0-0 oc purlins(3-4-5 max.):3-9. BOT CHORD 2x6 DF 240OF 2.oE BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud/Std WEBS 1 Row at midpl 8-13 REACTIONS. (lb/size) 2=293510-5-8,11=3583/0-5-8 Max Horz 2=59(LC 52) Max Uplift2=-238(LC 6).11=-373(LC 7) Max Grav 2=3260(LC 29),11=3825(LC 29) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-7683/650,3-19=-6962/636,19-20=-6962/636,5-20=-6962/636,5-21=-12326/1126, 6-2 1=-1 2 3 2611 1 26,6-22=-15798/1510,22-23=-15798/1510,7-23=-15798/1510, 7-8=-1 5798/1 51 0,8-24=-8273/923,24-25=-8273/923,25-26=-8273/923,26-27=-8273/923, 27-28=-8273/923,9-28=-8273/923,9-10=-8858/968,10-11=-8544/897 BOT CHORD 2-18=-587/7111,17-18=-1068/12326,16-17=-1452/15798,15-16=-1452/15798, 1 5-2 9=-1 4 3411 3 94 0,29-30=-1434/13940,30-31=-1434/13940,14-31=-1434/13940, 14-32=-1434/13940,32-33=-1434/13940,33-34=-1434/13940,13-34=-1434/13940, 13-35=-784/7741,35-36=-784/7741,11-36=-784/7741 WEBS 3-18=-145/2312,5-18=-5809/531,5-17=-143/1650,6-17=-3986/510,6-15=-206/1115, 8-15=-19/1971.8-14=0/481,8-13=-6012/604,9-13=-34/1773,10-13=-177/932 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 0-7-0 oc,2x6-2 rows staggered at 0-9-0 oc. RRII Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. 1 eq Webs connected as follows:2x4-1 row at 0-9-0 oc,Except member 6-15 2x4-1 row at 0-7-0 oc. ♦9 @ WAS `Y) 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 C connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. �Q 3)Wind:ASCE 7-10;VuIt=1IOmph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat,II;Exp B;enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1 60 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1 5)Unbalanced snow loads have been considered for this design. 6)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25 0 psf on overhangs non-concurrent with other live loads. DA ��51398 51398� 7)Provide adequate drainage to prevent water ponding, t�sYISTS 8)All plates are MT20 plates unless otherwise indicated. S��1VAL�� 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Continued on page 2 November 16,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 andlof 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 RR fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suile 312,Alexandria,VA 22314. Corona,CA 92860 Job Truss J1rI stype Qty ply B1605b- K2584265 30 A03 P GIRDER 1 o fon I ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:44:28 2016 Page 2 NOTES- ID:As6_8GDpo49upsHoVkGQBbyJNVC-3sbR9xuugQsZ8guJ5LWu_5xZ2W1fd_DyZbJavTylegX 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. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100lb uplift atjoint(s)except(jt=lb)2=238,11=373, 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design 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)211 lb down and 111 lb up at 18-0-0,211 lb down and 111 lb up at 20-0-0, 216 lb down and 110 lb up at 22-0-0.238 lb down and 110 lb up at 24-0-0,267 lb down and 110 lb up at 26-0-0,and 262 lb down and 70 lb up at 28-0-0,and 617 lb down and 226 lb up at 28-5-4 on top chord,and 1382 lb down and 107 lb up at 16-5-4,75 lb down at 18-0-0,75 lb down at 20-0-0,75 lb down at 22-0-0.75 lb down at 24-0-0,75 lb down at 26-0-0,75 lb down at 28-0-0,and 75 lb down at 30-0-0,and 75 lb down at 32-0-0 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:1-3=-70,3-4=-70,3-9=-70,9-12=-70,2-11=-16 Concentrated Loads(lb) Vert:7=-146 15=-1382(B)22=-141 23=-141 24=-168 26=-197 27=-256 28=-518 29=-33(B)30=-33(B)31=-33(B)32=-33(B)33=-33(B)34=-33(B)35=-33(B)36=-33(B) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 musk verify the applicability of design pafernou"and 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 slabilily and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss type oly Ply B16055— K2584266 B1605530 A04 Hip 1 1 ProBuild Arlington Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries.Inc Wed Nov 16 08:44:30 2016 Page 1 ID:Ash_8GDpo49upsHoVkGQBbyJNVC-OEjBadw9C26HNzl iCmYM3W1 rgJeB5zhF1 vohzMylegV 29-2-5 f 7-t- -1 0 .. .fit. _;)Q-•(f 71 0-0. -0-0 5-9-11 2-1-10 0 - 6-5-13 6-4-0 6-5-13 0--4 2-1-10 5-9-11 1-0-0 Scale=1:63 2 48 5.00 F12 3x6- 3x6= 4x8 2x4\\ 4 cat b 15� 5 11 Mile 6 D4 17 cc 18 11 19 20 2x4 3 8 r cn m m �1 2 10 Ia o d 3x10 = 14 13 12 11 300 = 4x8= 5x12 MT20HS= 3x4= 4x8 = ( 7.11.5 } IZA0 27.0.11 7-11-5 9-&11 9-6-11 -11-5 _2i�ts<41tsei�-iX.YJ-12.0-10.0.a0-61,f470-1!10- nJTO-a:9-o-2•a►,•L�O IA o-aSLI LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TOLL 25 0 1 0) Plate Grip DOL 1-15 TC 0.97 Vert(LL) -0.54 12 >769 240 MT20 185/148 (Roof Snow=2 Lumber DOL 1 15 BC 0.86 Ve -0 82 11-12 >508 180 MT20HS 165/146 TCDL 10 0 rt(CT) BCLL 0 0 Rep Stress Incr YES WB 0.60 Horz(CT) 0.23 9 n/a n/a ' COL 80 $ Code IBC2015fTPI2014 (Matrix) Weight:137 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2'Except` TOP CHORD Structural wood sheathing directly applied,except 4-7:2x4 DF 240DF 2.0E 2-0-0 oc purlins(2-2-0 max.):4-7. BOT CHORD 2x4 DF 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud/Std"Except* WEBS 1 Row at mklpl 5-14,6-11 5-14,6-11:2x4 HF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation aide, REACTIONS. (lb/size) 2=1654/0-5-8,9=1772/0-5-8 Max Horz 2=-43(LC 11) Max Uplift2=-92(LC 6),9=-127(LC 11) Max Grav 2=1871(LC 29),9=2057(LC 29) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown- TOP CHORD 2-3=-3848/204,3-4=-3868/208,4-15=-3626/202,5-15=-3626/202,5-16=-5493/352, 6-16=-5493/352,6-17=-3762/289,17-18=-3762/289,18-19=-3762/289,19-20=-3762/289, 7-20=-3762/289,7-8=-4005/297,8-9=-4000/287 BOT CHORD 2-14=-148/3483,13-14=-304/5406,12-13=-304/5406,11-12=-349/5457,9-11=-215/3601 WEBS 3-14=-261/263,4-14=-13/848,5-14=-1967/189,5-12=-45/454,6-12=-260/247, 6-11=-1873/143,7-11=0/744,8-11=-272/286 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;CaL Il;Exp B.enclosed;MWFRS (envelope)gable end zone,cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. RRILL 49 4)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. ��9 uF WAS 4+ 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. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2 except(jt=lb) vp 9=127. •p ,p 51398 O 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss- Ott` FQ/ST13R� 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord- �iS' Cj SrON AL Continued on page 2 November 16.2016 WARNING-Verify design parameters and READ NO TES ON THIS AND INCLUDED MITEK REFERENCE 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 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 BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suits)312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss type Qty Ply 616055— fc2584286 B1605530 A04 Hip 1 1 Job R ererxs on ProBuild Arlington. Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:44:30 2016 Page 2 ID:Ash_BGDpo49upsHoVkGQBbyJNVC-OEjBadw9C26HNzl iCmYM3 W1 rgJeB5zhF1 vohzMylegV NOTES- 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)70 lb down and 49 lb up at 18-0-0,85 lb down and 49 lb up at 20-0-0,121 lb down and 49 lb up at 22-0-0,124 lb down and 49 lb up at 24-0-0,and 102 lb down and 25 lb up at 26-0-0,and 166 lb down and 89 lb up at 26-6-0 on top 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:1-4=-70,4-7=-70,7-10=-70,2-9=-16 Concentrated Loads(lb) Vert:6=-15 17=-51 18=-54 19=-97 20=-67 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 firatt"I Duckling 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 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 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Sueel,Suitt:312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss type Qly /PlyT1116,055a K2584267 B1605530 A05 California 1 �re�- uonall ProBuild Arlington, Arlington.WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:44:32 2016 Page 1 ID:As6 8GDpo49upsHoVkGQBbyJNVC-ydry?IyPkfM_dHB5KBag8x6CX7JgZuXYUDHo2FylegT • - -13 S 30.1.19 I 35.0.0 .j},-� 0 0 4-5-3 5-4-14 0 2 7-1-13 7-1-13 0.3.2 5-4-14 4-8-3 1.11 Scale=1,632 5x12= 3r.4= Sx12= 5,00 12 4 15 1617 18 19 20 2x4 2x4 i 3 7 n 4 4 2 S 9 �11 Iv 3x10 = 14 13 12 11 10 3x10 = o 3x4 = 3x6 = 3x12 MT18H- 3x6- 3x4= I 74.1•H t+L2 jQ•10.7 r 27.11-10 r 35.0.0^� 7•Q6 7.1.3 d-&74 7-1 7-0-6 PlAtQDIfse1$(XY)^ (2:0-10.0.0:Q:M t4:f18-o-a1-5,1&06-0.0-1•51 [81-110-044• 61 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.96 Vert(LL) -0.34 11-13 >999 240 MT20 1851148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.92 Vert(CT) -0.55 11-13 >758 180 MT18H 1851148 TCDL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(CT) 0.21 8 n/a n/a FICOIL 8-0 Code IBC2015/TP12014 (Matrix) Weight:138 Ib FT=20 LUMBER- BRACING- TOP CHORD 2x4 DF 180OF 1.6E*Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins,except 4-6:2x4 DF 240OF 2.0E 2-0-0 oc purlins(2-2-0 max.):4-6. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 HF Stud/Std 2-2-0 oc bracing:8-10. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installationguide. REACTIONS. (lb/size) 2=1680/0-5-8,8=1757/0-5-8 Max Horz 2=-56(LC 15) Max Uplift2=-74(LC 10),8=-103(LC 11) Max Grav 2=2047(LC 29),8=2155(LC 29) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-4121/155,3-4=-3630/155,4-15=-3619/210,5-15=-3633/207,5-16=-3676/228, 16-17=-3674/228,17-18=-3667/228,18-19=-3660/229,19-20=-3660/229,6-20=-3650/229, 6-7=-3899/200,7-8=-4366/223 BOT CHORD 2-14=-154/3686,13-14=-99/2938,12-13=-206/4143,1 1-1 2=-206141 43,10-11=-139/3150, 8-1 0=-1 58/3906 WEBS 3-14=-586/123,4-14=-7/589,4-13=-49/1010,5-13=-826/133,5-11=-760/95, 6-11=-10/942,6-10=-17/553,7-10=-538/136 NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.Bpsf;h=25ft;Cat.11;Exp B;enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow),Category II;Exp B;Fully Exp.;Ct=1 �RRILL 3)Unbalanced snow loads have been considered for this design. ♦� O WAS 4)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs J J( non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. I�Q- O 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, 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2 except at=lb) 51398� �P 8=103. X, GIs 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. S G 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. `rtONAL�� Continued on page 2 November 16,2016 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 andlof chord members only Additional temporary and permanent bracing MI TOW is always required for slabilily and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Streel,Suilu 312,Alexandria,VA 22314 Corona,CA 92880 Job Truss Truss.ype Dty Ply B16055b„ K2564267 B1605530 A05 California 1 1 Jpq r .e_I4P!_tJ ProBuild Arlington, Arlington.WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:44:32 2016 Page 2 I D:As6_8GDpo49upsHoVkGD BbyJ N VC-ydry?ly PkfM_dH B5KBag8x6CX7JgZuXYUD Ho2FylegT NOTES- 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)107 lb down and 49 lb up at 18-0-0,134 lb down and 49 lb up at 20-0-0, 131 lb down and 49 lb up at 22-0-0,and 106 lb down and 25 lb up at 24-0-0,and 130 lb down and 63 lb up at 24-9-4 on top 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:1-4=-70,4-6=-70,6-9=-70,2-8=-16 Concentrated Loads(lb) Vert:6=-31 16=-37 18=-64 19=-61 20=-101 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MI TEK REFERENCE 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 ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suit:312,Alexandria,VA 22314. Corona,CA 92880 1 f � Job Truss Truss,ype Qty Ply 616055�.. K2584268 81605530 A06 California 1 1 Job Rehxante IM ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:44:33 2016 Page 1 ID'As6 8GDpo49upsHoVkGQBbyJNVC-QpPKCeylVzUrERmHuv53h6fPFXhelMshjtOLahylegS -01 0 V 5-1-13 5-1-13 0• 2 5-11-1 6-2-0 7.OA Scale=1 63 2 502 = 2x4 II 5x12 = 4 5 00 12 5,16 18 19 2x4\\ \\ 2x4 3 7 n � lV 14 20 2 6 �1 9 Iv o d 3x10= 13 12 11 10 3x10 = 3x4 = 4x6 = 3x4= 4x8= &5.71 j i 2&&S &&it 9.11.S 9.0.5 a-5-11 —EMUStraets(,x.ri lz o-to•o-aa11o1.Leo �1 I8�6�.0151.(8:4-0.0.0.0 191 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 0.83 Vert(LL) -0.34 11 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1 15 BC 0.75 Vert(CT) -0.54 10-11 >765 180 TCDL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(CT) 0.17 8 n/a n/a Code IBC2015/TP12014 (Matrix) Weight:145 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF 180OF 1.6E TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins,except BOT CHORD 2x4 DF 180OF 1.6E 2-0-0 oc purlins(3-1-11 max-):4-6. WEBS 2x4 HF Stud/Std'Except" BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 4-11,6-11:2x4 HF No-2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer nstallation uide. REACTIONS. (lb/size) 2=1712/0-5-8,8=1784/0-5-8 Max Horz 2=66(LC 14) Max Uplift2=-80(LC 10),8=-95(LC 11) Max Grav 2=221B(LC 29),8=2302(LC 29) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-14=-4428/138,3-14=-4310/163,3-4=-3909/147,4-15=-3507/185,5-15=-3514/183, 5-16=-3522/183,16-17=-3515/184,17-18=-3513/184,18-19=-3507/184,6-19=-3499/184, 6-7=-4119/183,7-20=-4511/198,8-20=-4630/173 BOT CHORD 2-1 3=-1 5913946,12-13=-62/2976,1 1-1 2=-6212 97 6,10-11=-79/3185,8-10=-124/4131 WEBS 3-1 3=-70 211 35,4-13=-17/826,4-11=-76/936,5-11=-985/127,6-11=-12/728, 6-10=-22/807,7-10=-682/140 NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf,h=25ft,Cat.11;Exp B;enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed,Lumber DOL=1,60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow),Category II;Exp B;Fully Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.0 psf or 2,00 times flat roof load of 25.0 psf on overhangs �1LL e non-concurrent with other live loads. q 5)Provide adequate drainage to prevent water ponding, ,�0 C WASk� 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. O t{� 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. —� 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,8. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss 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)143 lb down and 49 lb up at +flOr , RF 51398� Ar 18-0-0. 137 lb down and 49 lb up at 20-0-0,and 110 lb down and 25 lb up at 22-0-0,and 207 lb down and 63 lb up at 22-9-4 on top CISTE chord The design/selection of such connection device(s)is the responsibility of others. S�ONAL LOAD CASE(S) Standard Continued on page 2 November 16,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-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 paranletars and properly incorporate this design into 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 ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Sub!312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss.,,pe O(y Ply B16055'0_ K25B4268 B1605530 A06 California 1 1 ProBuild Arlington, Arlington.WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:44*33 2016 Page 2 ID:As6_8GDpo49upsHoVkGOBbyJNVC-OpPKCeyi VzUrERmHuv53h8fPFXhelMshj(OLahylegS LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=l_15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-70,4-6=-70,6-9=-70,2-8=-16 Concentrated Loads(Ib) Vert:6=-108 16=-73 18=-67 19=-105 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7477 rev.10/03/2015 BEFORE USE, Design valid for use only with MiTek®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 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,OSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 r L i- Job Truss Truss,ype Qly Ply 8160553. K2584263 B1605530 Truss California 1 1 Jgk mg(.A.$!W11a ProBuild Arlington. Arlington WA 98223 7 640 s Sep 29 2015 MiTek Industries.Inc Wed Nov 16 08:44 34 2016 Page 1 ID:As6 8GDpo49upsHoVkGOBbyJNVC-uOziP_zfGGcisbLTRccIDMBY3w?P1r5gyXmv67ylegR M0 111i 6-8-2 M4 6-3-10 MI. 6-8-2 7-3-2 1-0-0 Scale=1:63 2 5x12= 4x6 W to 15 q 16 17 18 19 5,00 F12 3x4-5: 3x4 C 3 6 14 20 2 7 d 1 8 Io 3x10 = 13 12 11 21 10 9 3x10 2x4 4x6 = 3x8= 2x4 3x4= 7.3.2 I 13.11 5� r 2141.1 t ( 27•&tq 35Ad1 U 7.3.2 7.1-6 &&2 7-3.2_261 � le Meets tx Yl-- 1200-10-0,ChS-101. 17V-i0-o.a0-tot. LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ltd PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0,96 Vert(LL) -0.34 10-12 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 084 Vert(CT) -0.51 10-12 >816 180 TCLL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0-38 Horz(CT) 0.19 7 n/a n/a ` Code IBC2015ITPI2014 (Matrix) Weight:148 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF 180OF 1.6E"Except` TOP CHORD Structural wood sheathing directly applied,except 4-5:2x4 DF 240OF 2.0E 2-0-0 oc purlins(2-2-0 max.):4-5. BOT CHORD 2x4 DF 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud/Std'Except` WEBS 1 Row at midpt 3-12,4-10,6-10 4-10:2x4 HF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation auide. REACTIONS. (lb/size) 2=1686/0-5-8,7=1719/0-5-8 Max Horz 2=73(LC 52) Max Uplift 2=-79(LC 10),7=-81(LC 11) Max Grav 2=2321(LC 29),7=2357(LC 29) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-14=-4614/124,3-14=-4429/141,3-15=-3458/107,4-15=-3204/120,4-16=-3145/140, 16-17=-3145/140,17-18=-3145/140,5-18=-3145/140,5-19=-3301/126,6-19=-3556/113, 6-20=-4519/147,7-20=-4704/129 BOT CHORD 2-13=-137/4096,12-13=-137/4096,11-12=-38/3051,11-21=-38/3051,10-21=-38/3051, 9-10=-69/4178,7-9=-69/4178 WEBS 3-13=0/262,3-12=-1134/128,4-12=0/580,4-10=-117/422,5-10=0/522,6-10=-1 l22/131, 6-9=0/261 NOTES- 1)Wind:ASCE 7-10,Vult=110mph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4,8psf;h=25ft;Cat.Il;Exp B;enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed,Lumber D6L=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10.Pf=25.0 psf(flat roof snow);Category II;Exp B,Fully Exp.;Ct=1 gRRILj 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs F`O WAS non-concurrent with other live loads. T�t{'� 5)Provide adequate drainage to prevent water ponding. T 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=8.Opsf, 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,7. .0 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss- Pr 'P ,Q 513984/ 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. O� FCIST 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)143 lb down and 49 lb up at 18-0-0,and 114 lb down and 25 lb up at 20-0-0,and 180 lb down and 54 lb up at 20-7-1 on top chord. The design/selection of such �rI�NAL�� connection device(s)is the responsibility of others. q_VAb'@$%tW%?andard November 16,2016 ,&WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 eV' is always required for slabilily and to prevent collapse with possible personal injury and property damage For general guidance regarding the n fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suitt 312,Alexandria,VA 22314. Corona,CA 92880 t . Job Truss Truss ,pe Oty Ply 8160553.. K2584269 81605530 A07 California 1 1 alr�ence loD 1 ProBuild Arlington, Arlington.WA 98223 7 640 s Sep 29 2015 MiTek Industries Inc Wed Nov 16 08:44:35 2016 Page 2 ID:As6_8GDpo49upsHoVkGQBbyJNVC-MCX4dK_H1akZUlwg?J8XmZkjpKLemIL_ABVSeZylegQ LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-70,4-5=-70,5-8=-70,2-7=-16 Concentrated Loads(lb) Vert:16=-73 17=-109 18=-81 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.1010312015 BEFORE USE, Design valid for use only w8h MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use the building designer must verify the applicability of design parameters and properly incorporate this design into 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 slabilily and to prevent collapse 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 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee SlreeL Sui13 312,Alexandria,VA 22314. Corona,CA 92680 Job Trull TruSs ,pe Qty Ply B160553, K2584270 61605530 A08 California 1 1 d d IOftal ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries.Inc Wed Nov 16 08:44:36 2016 Page 1 ID:As6_8GDpo49upsHoVkGQBbyJNVC-gO4Tgg7vousQ5uVsZ1fminHuTkgeVjs7PrFOBOylegP 8,14 "107 8-0-0 7-8-14 -d0 -0-0 e-0-0 7-8-14 Scale=1:62 9 6x8 \\ 5x6 4 161 5.00 12 15 18 3x4% 3x4 3 6 r a 14 19 0 co m 2 7 ?I1 8 IJ oZZId 3x10 = 13 12 11 10 9 3x10= 2.4 II 3x4=4x6 3x8 = 2x4 II rJ}0 ! 1S41.14 r t&12 I 27.0.0 t 95.OA t 840 741.14 3-&3 7-8-14 Plate Offsets .-LLQ:10.0,0 o.101 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TOLL 25,0 Plate Grip DOL 1.15 TC 0.90 Vert(LL) -0.33 12 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.92 Vert(CT) -0.49 12-13 >848 180 TCDL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(CT) 0.21 7 n/a n/a ' Code IBC2015/TPI2014 (Matrix) Weight:154 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF 240OF 2.0E"Except" TOP CHORD Structural wood sheathing directly applied,except 4-5:2x6 DF No.2 2-0-0 oc purlins(4-2-3 max.):4-5- BOT CHORD 2x4 DF 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 HF Stud/Std'Except" WEBS 1 Row at midpt 3-12,6-10 3-12,6-10:2x4 HF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation Woe. REACTIONS. (lb/size) 2=1693/0-5-8,7=1706/0-5-8 Max Horz 2=82(LC 48) Max Uplift2=-82(LC 10),7=-80(LC 11) Max Grav 2=2392(LC 29),7=2407(LC 29) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-14=-4905/128,3-14=-4579/148,3-15=-3524/94;4-15=-3333/125,4-16=-3122/136, 16-17=-3122/136,5-17=-3122/136,5-18=-3372/119,6-18=-3562/88,6-19=-4613/143, 7-19=-4939/123 BOT CHORD 2-13=-147/4357,12-13=-147/4357,11-12=-33/3084,10-11=-33/3084,9-10=-60/4389, 7-9=-60/4389 WEBS 3-13=0/311,3-12=-1373/133,4-12=-0/626,4-10=-185/378,5-10=-14/557, 6-10=-1368/134,6-9=0/310 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph,TCDL=6.Opsf;BCDL=4.Bpsf;h=25ft;Cat.Il;Exp B.enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25,0 psf(flat roof snow);Category II;Exp 8;Fully Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. c1 A WAS "f),4)This truss has been designed for greater of min roof live load of 19.0 psf or 2,00 times flat roof load of 25.0 psf on overhangs .� non-concurrent with other live loads. NCO 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. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,7. ,p 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �O RC 51398 , 4� 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)117 lb down and 25 lb up at 18-0-0,and 244 lb down and 65 lb up at 18-7-1 on top chord. The design/selection of such connection device(s)is the responsibility SrONAL of others. �L49k�}6%tPp�andard November 16,2016 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 ariftr chord members only Additional temporary and permanent bracing yN 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 ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Inslilule,218 N Lee Street,Suitu 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss.,,.e Qty Ply B160553, K2584270 B1605530 A08 California 1 1 ProBuild Arlington Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:44:36 2016 Page 2 ID:As6_8GDpo49upsHoVkGQBbyJNVC-gO4Tgg?vousQ5uVsZ1fminHuTkgeVjs7PrFOBOylegP LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-70,4-5=-70,5-8=-70,2-7=-16 Concentrated Loads(lb) Vert:16=-112 17=-145 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 I is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the Te fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 r r r - Job Truss FC, s.,Ne Gty Ply B160553uK2584271 B1605530 B01 ornia Girder - 1 1 Job e er _e loMEMIJ ProBuild Arlington Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:44:37 2016 Page 1 I D:As6_BGDpo49upsHoVkGG BbyJ N VC-Jaer20?YYB_Hj2427kA?r_p4i82V E6 N H eV_Zj SylegO 11 t&4.B 1.0-0 3-5-5 P4011 4-4-13 4-4-13 4.1 3-3-13 r Scale=1:30 2 4x6 % 5-00 12 3x4 4x6 J = 10 4 11 12 13 6 2 to 14 8 15 16 17 18 19 7 20 3x6= 3x4= 3x4= 3.6 = `r 5.5.5 _3.5.5 9-7.8 3.3•13 I LOADING(psf) TCLL 25 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 0.87 Vert(LL) -0.26 7-8 >746 240 MT20 185/148 TCDL 100 Lumber DOL 1.15 BC 0.82 Vert(CT) -0.51 7-8 >371 180 BCLL 0.0 Rep Stress Incr NO WB 0.73 Horz(CT) 0.07 6 n/a n/a BCDL 8-0 Code IBC2015/TP12014 (Matrix) Weight:58 lb FT=20 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-8 oc purlins,except BOT CHORD 2x4 OF 180OF 1.6E 2-0-0 oc purlins(2-7-0 max.):3-5. WEBS 2x4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 6=1070/Mechanical,2=1101/0-5-8 Max Horz 2=25(LC 48) Max Uplift6=-133(LC 11),2=-129(LC 10) Max Grav 6=1172(LC 29),2=1271(LC 29) FORCES. (Ib)-Max.Comp/Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2528/221,3-9=-2227/223,9-10=-2227/223,4-10=-2227/223,4-11=-2354/266, 11-12=-23541266,12-13=-2354/266,5-13=-2354/266,5-6=-2682/266 BOT CHORD 2-14=-197/2284,8-14=-197/2284,8-15=-488/3508,15-16=-488/3508,16-17=-488/3508, 17-18=-488/3508,18-19=-488/3508,7-19=-488/3508,7-20=-223/2403,6-20=-22312403 WEBS 3-8=0/545,4-8=-1 3 3 2131 9,4-7=-1204/2721 5-7=0/515 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=6 0psf;BCDL=4.8psf;h=25ft;Cat.II;Exp B,enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.0 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 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, c1 L 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 �' F WAsf(� '+A fit between the bottom chord and any other members. �Qr 10 8)Refer to girder(s)for truss to truss connections. T 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)6=133. 2=129. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 11)Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. ,e 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)232 Ito down and 117 lb up at 51398� cy 3-10-15,142 lb down and 73 lb up at 6-0-0,139 lb down and 76 Ito up at 8-0-0,146 lb down and 75 lb up at 10-0-0,and 141 lb down 1STGR and 42 Ito up at 12-0-0,and 232 lb down and 117 lb up at 12-7-1 on lop chord,and 30 lb down at 2-0-0,30 lb down at 4-0-0,30 lb down at 6-0-0.30 lb down at 8-0-0,30 lb down at 10-0-0,and 30 lb down at 12-0-0,and 30 lb down at 14-0-0 on bottom chord. The `rt�NAt design/selection of such connection device(s)is the responsibility of others. 13)In th LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). Co f tlnueed on page 2 November 16,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suitrr 312,Alexandria.VA 22314. Corona,CA 92880 r �-1 Job Truss Truss.,,.e Oty Ply 6160 ML K2584271 B1605530 B01 California Girder 1 1 otr tZ�ef� ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc. Wed Nov 16 08:44:37 2016 Page 2 ID:As6_8GDpo49upsHoVkGOBbyJ N VC-Jaer20?YYB_Hj2427kA?r_p4i82V E6N HeV_ZjSylegO LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1 15 Uniform Loads(pI0 Vert:1-3=-70,3-5=-70,5-6=-70,2-6=-16 Concentrated Loads(lb) Vert:4=-69 9=-133 10=-76 11=-76 12=-136 13=-133 14=-13(B)15=-13(B)16=-13(B)17=-13(8)18=-13(B)19=-13(B)20=-13(B) ,&WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7477 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 101, 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 ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N-Lee Street,Suibr 312,Alexandria,VA 22314, Corona,CA 92880 Job Truss Truss.,ra Qty Ply 8160553u K2584272 B1605530 B02 California 1 1 R fererxa too1110 81) ProBuild Arlington, Arlington.WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:44:38 2016 Page 1 ID:As6 8GDpo49upsHoVkGQBbyJNVC-nnCOFMOAJV68LCfEgShEOCMDSYQezjWQt9k6FuylegN 1-0.0 5-5-5 0.41 4-9-10 a4 5-3-13 Scale=1:30.1 5x8 \\ 4x6 5 00 12 10 12 13 r � N 5 2 Io 7 6 3x6= 2x4 II 3x4= 3x6= 1 5.5.5 114ii-I1 1 111i t 5 5 5 5.7.5 5-3-13 Plale Offsets jx Y1- 110.048.Edaet[5 -2.2.0-I&I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TOLL 25.0 1 0) plate Grip DOL 1.15 TC 0.99 Vert(LL) -0.10 5-6 >999 240 MT20 185/148 (Roof Snow=2 Lumber DOL 1.15 BC 070 Vert(CT) -0.14 5-6 >999 180 TCDL 0.0 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.05 5 n/a n/a ' Code IBC2015/TP12014 (Matrix) Weight:53 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-3-11 oc purlins,except BOT CHORD 2x4 HF No.2 2-0-0 oc purlins(2-2-0 max.):3-4. WEBS 2x4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guid& REACTIONS. (lb/size) 5=825/Mechanical,2=897/0-5-8 Max Horz 2=35(LC 48) Max Uplift5=-65(LC 11),2=-76(LC 10) Max Grav 5=1022(LC 29),2=1161(LC 29) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1914/130,3-9=-1692/155,9-10=-1692/155,10-11=-1692/155,11-12=-1692/155, 12-13=-1692/155,4-13=-1692/155,4-5=-1963/143 BOT CHORD 2-7=-104/1656,6-7=-107/1648,5-6=-90/1699 NOTES- 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1,60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.0 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. RRid e 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 q fit between the bottom chord and any other members. ,�t� 0 WASf�� 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)5,2. �p 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 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)167 lb down and 63 lb up at 5-10-15,106 lb down and 47 lb up at 8-0-0,and 95 lb down and 25 lb up at 10-0-0,and 167 lb down and 63 lb up at 10-7-1 on top ,p chord. The design/selection of such connection device(s)is the responsibility of others. 11 51398 Q1 LOAD CASE(S) Standard 0lc`F8�r+1S7ER StONAL B� Continued on page 2 November 16,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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[his 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 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 BC51 Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suit-3 312,Alexandria,VA 22314. Corona,CA 928BO Job truss Truss Qty Ply B160553u K2584272 131605530 am California 1 1 e o ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:44:38 2016 Page 2 ID:As6_8GDpo49upsHoVkGQBbyJNVC-nnCDFMOAJV68LCfEgShEOCMDSYQezjWQt9k6FuylegN LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-70,3-4=-70,4-5=-70,2-5=-16 Concentrated Loads(lb) Vert:9=-68 10=-40 12=-90 13=-68 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 Ifuss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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�n/' 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 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suits 312,Alexandria.VA 22314. Corona,CA 92880 ' Job 1 Truss TrtL",ype Oily Ply 616055- K2584273 61605530 B03 California 1 1 ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries.Inc Wed Nov 16 08:44:39 2016 Page 1 ID:As6 8GDpo49upsHoVkGQBbyJNVC-FzmbTilo4pE?yMDRE9CTwPuOyxhDiAQZ5pTgnLylegM .1.O.D , 7.2.14 tL(},'tF&.Z1 a z22( 1"4 1-0-0 7-2-14 0•TS tz;10 0-7-5 7-1-6 Scale=1:29,5 8x8= 5x8 3 tt 5.00 12 9 12 6 13 IS 2 Io 7 6 3x8= 2x4 II 3x4= 3x8= r_ 7.2.14 2.3.2 164.11' r 7.2.14 2-0-3 7-1-e Plate offsets(X.Y f2;0.3 s D 1-Qj,j3:a4 0_0-2-21 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TOLL 25.0 Plate Grip DOL 1-15 TC 0.95 Vert(LL) -0.17 5-6 >999 240 MT20 1851148 (Roof Snow=25.0) Lumber DOL 1,15 BC 0.93 Vert(CT) -0.26 5-6 >748 180 TCDL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0 12 Horz(CT) 0.04 5 n/a n/a ACOL Code IBC2015/TP12014 (Matrix) Weight:58 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF 180OF 1.6E`Except' TOP CHORD Structural wood sheathing directly applied,except 3-4:2x6 OF No.2 2-0-0 oc purlins(5-10-6 max.):3-4. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 HF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5=749/Mechanical,2=841/0-5-8 Max Horz 2=44(LC 52) Max Uplift5=-42(LC 11),2=-58(LC 10) Max Grav 5=1056(LC 29),2=121 l(LC 29) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-8=-1839/58,8-9=-1678/66,3-9=-1621/81,3-10=-15491105,10-11=-1549/105, 4-11=-1549/105,4-12=-1664/83,12-13=-1687/68,5-13=-1844/54 BOT CHORD 2-7=-53/1552,6-7=-54/1546,5-6=-24/1555 NOTES- 1)Wind:ASCE 7-10,Vult=110mph(3-second gust)Vasd=87mph;TCDL=6.Opsf,BCDL=4.8psf;h=25ft;Cat.11;Exp B.enclosed,MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B,Fully Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.0 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. �fRRILL e 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 WA , q.� fit between the bottom chord and any other members. F f( f- 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)5,2. P �0 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 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)112 lb down and 44 lb up at 7-10-15,and 112 lb down and 44 lb up at 8-7-1 on top chord. The design/selection of such connection device(s)is the responsibility �p of others. 'A R 51398Q �.P E�Ise LOAD CASE(S) Standard �sstONAL��G Continued on page 2 November 16,2016 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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(his design into the overall 01 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 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Jab Truss Truse,ype qty Ply 816055„ 61605530 B03 California 1 1 K2584273 e1,P ef�te(optrorW ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries Inc Wed Nov 16 08:44:39 2016 Page 2 ID:Ash_8GDpo49upsHoVkGOBbyJNVC-FzmbTil o4pE?yMDRE9CTwPuOyxhDiA0Z5pTgnLylegM LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-70,3-4=-70,4-5=-70,2-5=-16 Concentrated Loads(lb) Vert:10=-67 11=-67 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Kiug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss TG'1 sype Qty Ply B16055-- B1605530 C01 BLE 1 1 1JQ0_RSerALmqA9AwnaI1 K2584274 ProBuild Arlington, Arlington WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:44:39 2016 Page 1 ID:As6_8GDpo49upsHoVkGQBbyJNVC-FzmbTi 1 o4pE?yMDRE9CTwPuZkxuDiBKZ5pTgnLylegM 10 r 5.60 1-01--0 5-6-0 5-fi-0-0 1-0.0 Scale=1:21 4 3x4- 4 52x4 II 2x4 5 00 12 3 ,2x4 II 12 dl Z T e Iv llo 1 10 9 3x4= 2x4 2x4 11 2x4 11 3x4= +L� � Plate Offsets(kYI- (4't)-2-0.Wgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TOLL 25.0 Plate Grip DOL 1.15 TC 0.19 Vert(LL) -0.00 7 n/r 180 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.10 Vert(CT) 0.00 7 Ink 120 BCLL 0.00 TCDL 10 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 7 n/a n/a ' Code IBC2015/TP12014 (Matrix) Weight:35 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 HF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 11-0-0. (lb)- Max Herz 2=-32(LC 11) Max Uplift All uplift 100 Ito or less at joint(s)2,7,11,9 Max Grav All reactions 250 lb or less at joint(s)2,7,10 except 11=368(LC 17). 9=270(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown WEBS 3-11=-301/80 NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;enclosed,MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber D0L=1.60 plate grip DOL=1.60 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.Fully Exp.;Ct=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 19.0 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, t9 O WA `f) 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 J F fit between the bottom chord and any other members, 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,7,11,9. T O 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. .off �, 51398 °.� FcrsIroR� NAL�� November 16,2016 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 prof lly damage. For general guidance regarding the fabrication,storage,delivery;erection and bracing of trusses and truss systems,see A#M/TP11 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safely Information available from Truss Plate Institute,218 N.Lee Street,Sudn 312,AliuAndn0.VA 22314. Corona,CA 92880 Job Truss Truss Hype oly Ply B1605b-_ K25B4275 81605530 HRA Corner Rafter 1 1 (opt I ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:44:40 2016 Page 1 ID:As6_BGDpo49upsHoVkGQBbyJNVC-j9Kzg12Qr6MsaWodotjiTdRffLF ReXjKTDDKnylegL 1-5-0 6-11-12 3-0-13 2-9-6 2-9-15 2-9-15 2-9-15 1-3-9 Scale=1:49 8 9 20 10 6 19 0 7 18 8 17 3x4 16 3 54 12 3x6% 4 5 3x6 5 15 0 3x6 = 3 ai 3x6 13 14 3x6� 12 Sx6 11 2 aI ' o e-u 12 8,11.12 Plate Offsets(fit Y► (2' 1-11.Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TOLL 25.0 1 0) Plate Grip DOL 1.15 TIC0.56 Vert(LL) -0.24 2-3 >453 240 MT20 220/195 (Roof Snow=2 Lumber DOL 1.15 BC 0.00 Vert(CT) -0.33 2-3 >332 180 TCDL 10 0 BCLL 0 0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 9 n/a nla Code IBC2015ITP12014 (Matrix) Weight:50 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF 180OF 1.6E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installat onguide- REACTIONS. All bearings 0-2-2 except Qt=length)2=0-7-6. (lb)- Max Herz 2=214(LC 6) Max Uplift All uplift 100 lb or less at joint(s)2,5,6,7,8,9 except 3=-191(LC 10) Max Grav All reactions 250 lb or less at joint(s)6 except 2=458(LC 1),3=716(LC 1). 5=264(LC 1),7=306(LC 16),8=272(LC 16),9=343(LC 16) 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=6.Opsf;BCDL=4.8psf,h=25ft;Cat.11;Exp B;enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)'This truss has been designed for a 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. 5)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula Building designer should verify capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3,5,6,7,8,9. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ile uplift at joint(s)2,5,6,7,8,9 except Qt=lb)3=191. RRILI eq 8)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,5,6,7,S.9, J�9 OF WA, 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)28 lb down and 21 lb up at 3-4-15, p 36 Ib down and 26 lb up at 4-1-7,111 lb down and 56 lb up at 6-2-14,125 lb down and 61 Ib up at 6-11-6,268 lb down and 68 lb up at 9-9-5,6 lb down and 6 Ito up at 12-7-4.6 lb down and 6 Ito up at 15-5-3,6 Ib down and 6 Ito up at 18-3-2,and 6 Ito down and 6 lb up at 21-1-1,and 2 lb down and 2 Ib up at 23-11-0 on top chord. The design/selection of such connection device(s)is the responsibility of others, vo 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 OAFS�QIs �Gv sroNAL�� Continued on page 2 November 16,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-7477 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 componenl,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 ANSIITPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss ype Qty JIPI!Y�EB1605,5.._ K2584275 B1605530 HRA Corner Rafter 1 evance{ I r ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08*44:40 2016 Page 2 I D:As6_8GDpo49upsHoVkGQBbyJ N VC-j9Kzg12Qr6Msa Wodotj iTdRffLF_ReXj KTDDKnyleg L LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1 15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-10=-70 Concentrated Loads(lb) Vert:13=-62(B)14=-75(F)15=-268 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 Mill building design Bracing indicated is to prevent buckling or individual truss web andlor chord members only Additional temporary and permanent bracing WIN' always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N-Lee Street,Suilo 312,Alexandria,VA 22314. Corona,CA 92880 �I �} Job Truss Truss,ype Qty Ply B16055-- K2584276 B1605530 HRB Corner Rafter 2 1 Job R I of ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:44:41 2016 Page 1 ID:Ash_8GDpo49upsHoVkGQBbyJNVC-BMuMtN32cQUj CgNpMaEx?r_wm IbDA5nsZ7ynsDylegK 1.5n bas 11-5.12 11�1] 1 1-5-0 5-5-5 0 2-9-15 I 2-9-15 a iA Scale=1:25 4 5 6 lO v 3 54 12 4 3x4 3x4 5! 3 05 3x4 m 3x6 \\ 7 2 t Cris Plate Of WA IX VI— f2 0 2-8.Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ltd PLATES GRIP TOLL Plate Grip DOL 1.15 TC 0.16 Vert(LL) -0.02 2-3 >999 240 MT20 220/195 TCDL(Roof Snow=25.0).0) Lumber DOL 1,15 BC 0.00 Vert(CT) -0 03 2-3 >999 180 CDL 10.0 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 5 n/a n/a ' Code IBC2015/TP12014 (Matrix) Weight:26 lb FT=20 LUMBER- BRACING- TOP CHORD 2x4 DF 180OF 1.6E TOP CHORD Structural wood sheathing directly applied or 5-5-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation Quide. REACTIONS. All bearings 0-2-2 except(jt=length)2=0-7-6. (lb)- Max Horz 2=109(LC 6) Max Uplift All uplift 100 lb or less at joint(s)2,3,4,5 Max Grav All reactions 250 lb or less at joint(s)5 except 2=303(LC 1),3=331(LC 16),4=266(LC 16) 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=6,Opsf;BCDL=4.8psf;h=25ft;Cat.11;Exp B,enclosed,MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed,Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10.Pf=25.0 psf(flat roof snow),Category 11;Exp B.Fully Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design, 4)'This truss has been designed for a 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. 5)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface, 6)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3,4,5. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,3,4,5. 8)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4,5. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. q, 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)12 lb down and 16 lb up at 2-8-7, �ti9 F WAS `f" 12 lb down and 12 lb up at 2-8-7,77 lb down and 44 Ito up at 5-6-6,and 38 lb down and 18 lb up at 8-4-5,and 51 lb down and 22 I V C �t� up at 11-2-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 0 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 0 Uniform Loads(plf) �► 5139$ Vert:1-6=-70 0 �FGI$'TG¢�'� Concentrated Loads(lb) �s`stoNALti�G` Vert:3=-27(B)5=-20(B) November 16,2016 ,&WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 ANSIITPH Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suit=312,Alexandria,VA 22314. Corona.CA 92880 Job Truss Trusa ype Qly Ply 616055— K2584277 81605530 J01 Jack-Open 1 1 Ob 8lts e o 110 a ProBuild Arlington. Arlington-WA 98223 7 640 s Sep 29 2015 MiTek Industries Inc Wed Nov 16 08:44:41 2016 Page 1 ID:As6_BGDpo49upsHoVkGQBbyJNVC-BMuMtN32cQUjCgNpMaEx?q_wZIOXA5nsZ7ynsDylegK � .1.O.lf I 2.11L15 � 65.4 1-0-0 2-10-15 3-6-5 Scale=1:142 3 500 12 5 / 2 PI o to 4 2x4= 3¢} LOADING(psi 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL (Roof Snow=225.) Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.10 2-4 >739 240 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.88 Vert(CT) -0.18 2-4 >410 180 BCLL 0 0 Rep Stress Incr YES WB 0.00 Horz(CT) -0,00 3 n/a n/a BCDL 0 0 Code IBC2015/TPI2014 (Matrix) Weight:13 Ib FT=20% 8.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide REACTIONS. (lb/size) 3=72/Mechanical,2=247/0-5-8,4=49/Mechanical Max Horz 2=43(LC 10) Max Uplift3=-24(LC 10),2=-2(LC 6) Max Grav3=78(LC 17),2=257(LC 16),4=111(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=6.Opsf,BCDL=4.Bpsf;h=25ft;Cat.Il;Exp B;enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10,Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.0 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. 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)3,2 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �F,RRIG(, 6 WA 51398 o� FcIs �SSt�NAL November 16,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.1010312015 BEFORE USE. 01, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314, Corona,CA 92880 Job Truss Truss,ype Oly Ply B160550 K2584278 B1605530 J02 Jack-Open 1 1 .e ProBuild Arlington, Arlington.WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:44:42 2016 Page 1 ID:As6_8GDpc49upsHoVkGQBbyJNVC-fYSk5j3gNkcappy0vlmAY2W1 f9kmvY10nniKOgylegJ ".10.15 r 1-0-0 4 1-6-5-10-15 1-6-5 Scale=1:14 9 3 5.00 F12 5 r 2 I/ " 2x4 5 5 f�4 LOADING(psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.40 Vert(LL) -0.10 2-4 >739 240 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.88 Vert(CT) -0.18 2-4 >410 180 BCLL 0.0 Rep Stress Incr YES WB 000 Horz(CT) -0.00 3 n/a n/a BCDL 8.0 Code IBC2015/TPI2014 (Matrix) Weight:15 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins BOT CHORD 2x4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer In lotionouide- REACTIONS. (lb/size) 3=150/Mechanical,2=308/0-5-8,4=49/Mechanical Max Horz 2=66(LC 10) Max Uplift3=-47(LC 10),2=-11(LC 10) Max Grav 3=174(LC 17),2=316(LC 17),4=111(LC 5) 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=6,Opsf,BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B.Fully Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.0 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 nonconcurrenl 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. 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)3,2, 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ��9 t wnsy 51398 q4 0,�, FQISTB1l� 4' �sstO AL��`{ November 16,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suitt:312,Alexandria,VA 22314. Corona,CA 92880 t Job Truss 'True.,,ype Oly Ply 816055.... K25B4279 81605530 J03 Jack-Open 1 1 91 ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries Inc Wed Nov 16 08:44:42 2016 Page 1 ID Ash_BGDpo49upsHoVkGOBbyJNVC-fYSk5j3gNkcappyOvlmAY2Wwn9kmvY10nnIKOgylegJ 6.5.e rota, 1-0-0 6-5-4 0-5-11 Scale=1:19 2 J i 3 Id 0 5.0o 12 8 c o_ m ry o_ A N 2 1 5 2x4 = 8•S4 LOADING(psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.84 Vert(LL) -0.10 2-5 >739 240 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.88 Vert(CT) -0.18 2-5 >410 180 BCLL Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 4 niter n/a 0.0 BCOL 00 Code IBC2015ITP12014 (Matrix) Weight:18lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer InsWatlon guide. REACTIONS. All bearings Mechanical except(jt=length)2=0-5-8,3=0-1-8. (Ib)- Max Horz 2=89(LC 10) Max Uplift All uplift 100 lb or less at joint(s)4,2,3 Max Grav All reactions 250 lb or less at joint(s)4,5 except 2=375(LC 17),3=268(LC 17) 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=6.Opsf;BCDL=4-8psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.0 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 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4,2,3. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. 1AC[tRILL 6 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. WAS(�� P C7�0i"�'A 'L 51398 �� FQISTa FssI�NAL�N�` November 16,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 muss verify the applicability of design parameters and properly incorporate this design into 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 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 928BO Job Truss Truss,,ype Qty Ply 1116055-, K2584280 B1605530 J04 Jack-Open 1 1 0 nal ProBuild Arlington. Arlington.WA 98223 7 640 s Sep 29 2015 MiTek Industries Inc Wed Nov 16 08:44:42 2016 Page 1 ID:Ash_8GDpo49upsHoVkGQBbyJNVC-fYSk5j3gNkcappyOvlmAY2Wxh9kmvY10nniKOgylegJ 1-0-0 6-5-4 2-4-15 Scale=1:234 4 5 In 0 3 500 F12 7 o v r 2 1 2x4= 6 r 8.54 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TOLL 25.0 Plate Grip DOL 1.15 TC 0,79 Vert(LL) -0.10 2-6 >739 240 MT20 185/148 T(Roof Snow=25.0) Lumber DOL 1.15 BC 0,88 Vert(CT) -0.18 2-6 >410 180 CDL 10.0 Rep Stress Incr YES WB 0 00 Horz(CT) -0.00 5 n/a n/a BCDL 0.0 BCDL 8.0 Code IBC2015/TP12014 (Matrix) Weight:20 lb FT=20 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation ouide REACTIONS. All bearings Mechanical except Qt=length)2=0-5-8,3=0-1-8,4=0-1-8. (lb)- Max Horz 2=111(LC 10) Max Uplift All uplift 100 lb or less at joint(s)5,2,3,4 Max Grav All reactions 250 lb or less at joint(s)5,6,4 except 2=368(LC 17),3=337(LC 17) 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=6.Opsf,BCDL=4.8psf;h=25ft,Cat.11;Exp B;enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10,Pf=25.0 psf(flat roof snow),Category 11;Exp B;Fully Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.0 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. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3,4. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s)5,2,3,4. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4. X4E[LRI((, B 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. WAs p 51398 0k� 0X, EGISTERF 'ON 1,�NC� November 16,2016 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7477 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,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 ONE always required for stability and to prevent collapse 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,OSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee street,Sufle 312,Alexandria,VA 22314. Corona,CA 92880 JJob Truss Truss ype Oly Ply 616055-- rice K2584281 81605530 J05 Jack-Open 1 1 R ProBuild Arlington. Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:44:43 2016 Page 1 ID:As6_BGDpo49upsHoVkGCIBbyJNVC-7k?6134181 kRRzXCT?HP5F37OZ4?e?H90RRtx6ylegl all 1Wma e 1-0-0 6-14 4-4-15 Scale=1277 5 6 Ir 4 0 4 5,o0 12 3 v d 4 4 2 1 2x4— T 8-5.A LOADING(psi TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0.10 2-7 >739 240 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.88 Vert(CT) -0.18 2-7 >410 180 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 6 n/a n/a BCLL BCDL .0 Code IBC2015/TPI2014 (Matrix) Weight:23 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins - BOT CHORD 2x4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer tnstallation guide. REACTIONS. All bearings 0-1-8 except(jt=length)6=Mechanical,2=0-5-8,7=Mechanical. (lb)- Max Horz 2=134(LC 10) Max Uplift All uplift 100 lb or less at joint(s)6,3,4,5 Max Grav All reactions 250 lb or less at joint(s)6,7,4,5 except 2=363(LC 1),3=308(LC 17) 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=6,Opsf;BCDL=4,8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed,Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10,Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design, 4)This truss has been designed for greater of min roof live load of 19.0 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. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3,4,5. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,3,4,5. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4,5. $KRILL 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. WAs��,q .off k 51398 �cIsvp .SSr�NAt November 16,2016 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 jTei,' is always required for stability and la 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 ANSIITPl1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite;312,Alexandria,VA 22314. Corona.CA 92880 Job Truss Trus..ype Qly Ply B16055— K2584282 B1605530 J06 Jack-Open 1 1 Relilmme to ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:44:43 2016 Page 1 ID:As6_8GDpo49upsHoVkGQBbyJNVC-7k?613418lkRRzXCT?HP5F37OZ4?e?H90RRtx6ylegl A.s.a +2-11L4 t 1-0-0 6-5-4 6-4-15 Scale:3/8"=l' 0 S 500 12 4 9 3 a � e� 1n m 2 1 0 2x4= 8 i B•5.4 i 8.5.4 LOADING TCLL SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TOLL 25,0 Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0.10 2-8 >739 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.88 Vert(CT) -0.18 2-8 >410 180 BCDL 10.0 8 Rep Stress Incr YES WE 0.00 Horz(CT) -0.00 7 n/a n/a BCDL .0 ' Code IBC2015/TP12014 BCDL .0 (Matrix) Weight:25 lb FT=20 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation auide, REACTIONS. All bearings 0-1-8 except(jt=length)7=Mechanical,2=0-5-8,8=Mechanical. (lb)- Max Harz 2=157(LC 10) Max Uplift All uplift 100 lb or less at joint(s)7,3,4,5,6 Max Gray All reactions 250 lb or less at joint(s)7,8,4,5,6 except 2=363(LC 1),3=286(LC 17) 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=6,Opsf;BCDL=4.8psf;h=25ft;Cat.11,Exp B;enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.0 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. 7)Refer to girder(s)for truss to truss connections, 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3,4,5,6. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7,3,4,5,6. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4,5,6. `ALL e 11)"Semi-rigid pilchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. WASf�� 0 .off R 51398 4 �SSrONAL4�G� November 16,2016 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7477 rev.10/03/2015 BEFORE USE. • Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the building designer must verify the 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 y� 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 ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Trus ype Qty Ply B1605Sw K2584283 81605530 J07 Jack-Open 1 1 osll�t ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries.Inc. Wed Nov 16 08:44:44 2016 Page 1 ID:As6_8GDpo49upsHoVkGQBbyJNVC-cxZUWP5xvLtH37601ioedTclmyQENSXJF4BRTYylegH f 1-0-0 6-5-4 8-4-15 Scale=1:36.3 7 8 la 6 5 o0 F12 5 10 4 3 7 m rb 2 ?1 1 0 2x4= 9 6-5.4 l 6-5.4 LOADING(psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) /deft L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 075 Vert(LL) -0.10 2-9 >739 240 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0 88 Vert(CT) -0.18 2-9 >410 180 BCLL 0.0 Rep Stress Incr YES WB 0 00 Horz(CT) -0.00 8 n/a n/a BCDL 8;0 Code IBC2015/TP12014 (Matrix) Weight:28 lb FT=20 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer installation aide_ REACTIONS. All bearings 0-1-8 except Qt=length)8=Mechanical,2=0-5-8,9=Mechanical. (lb)- Max Horz 2=180(LC 10) Max Uplift All uplift 100 lb or less at joint(s)8,3,4,5,6,7 Max Grav All reactions 250 lb or less at joint(s)8,9,4,5,6,7 except 2=363(LC 1),3=281(LC 1) 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=6.Opsf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;enclosed,MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11,Exp B;Fully Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.0 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. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3,4,5,6,7. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8,3,4,5,6,7. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4,5,6,7. `F.RRILL e 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ♦� OF WAS�rh 1� F ADO ,p�51398 �+ISTSR sst0NALE�� November 16,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 bracingis' ' 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 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suibt 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truce,ype It, Iy Ply B16055ou K2584284 81605530 JOB Jack-Open 1 ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries Inc Wed Nov 16 08:44:45 2016 Page 1 ID:Ash_BGDpo49upsHoVkGQBbyJNVC-477sjl6Zgf?8gHhbbQJtAgBTWMmT6vnSUkw_?_ylegG R.z.A —� +g__1a.121 I 1-0-0 6-5-4 10-4-15 Scale=1-40.7 B 9 0 T B 5 o0 12 5 4 v m e � 3 r m 2 oI + 0 2x4= 10 t a.s4 6-S 4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25A Plate Grip DOL 1.15 TC 075 Vert(LL) -0.10 2-10 >739 240 MT20 185/148 (Roof Snow=25A) Lumber DOL 1.15 BC 088 Vert(CT) -0.18 2-10 >410 180 TCDL 10.0 Rep Stress Incr YES WB 000 Horz(CT) -0.00 9 n/a n/a BCLL 0.0 BCDL 8.0 Code IBC2015ITP12014 (Matrix) Weight:30 lb FT=20 LUMBER- BRACING- TOP CHORD 2x4 HF No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins- BOT CHORD 2x4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be In during truss erection,in accordance with Stabilizer 1 foliation ide 71 REACTIONS. All bearings 0-1-8 except(jt=length)9=Mechanical,2=0-5-8,10=Mechanical, (lb)- Max Horz 2=204(LC 10) Max Uplift All uplift 100 lb or less at joint(s)9,3,4,5,6,7,8 Max Grav All reactions 250 lb or less at joint(s)9,10,4,5,6,7,8 except 2=363(LC 1),3=281(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;VuIt=11Omph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat II;Exp B.enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B.Fully Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design, 4)This truss has been designed for greater of min roof live load of 19.0 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. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3,4,5,6,7,8. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)9,3,4,5,6,7,8. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4,5,6,7,8. of RRIL,r Qq, 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss ,ti0 F WAS O �00 51398 O0 'Is.CE�� ONAI.ENG` November 16,2016 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 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 ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suit.:312,Alexandria,VA 22314. Corona,CA 928BO Job Truss Truss ype City Ply 16 B055— K2584285 B1605530 J09G Jack-Closed Girder 1 1 jobReI torAKvinah ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:44:45 2016 Page 1 ID As6_8GDpo49upsHoVkGQBbyJNVC-477sj16Zgf?BgHhbbQJtAg8bZMk26jASUkw_?ylegG 3-2-2 3-3-2 2.4 Scale=1:18 7 3 5.00 12 4x8 6 2 1 3x8= 7 5 8 4 3x10 46 = 3.2.2 &&4 ( 3-2-2 i 3- Plate offsets(X.YI— 11:a11-9.0.1-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TOLL 25.0 plate Grip DOL IA5 TC 0.23 Vert(LL) -0.04 4-5 >999 240 MT20 185/148 (Roof Snow=25.0)TCDL 10.0 Lumber DOL 1.15 BC 0.97 Vert(CT) -0.06 4-5 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.81 Horz(CT) 0.01 4 n/a n/a BCDL 8 Code IBC2015/TP12014 (Matrix) Weight:29 lb FT=20 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-6 oc purlins, except BOT CHORD 2x6 DF No.2 end verticals. WEBS 2x4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation aulde. REACTIONS. (lb/size) 1=2359/0-5-8,4=1370/Mechanical Max Horz 1=76(LC 26) Max Uplift 1=-212(LC 10),4=-91(LC 10) Max Gray 1=2366(LC 16),4=1398(LC 16) FORCES. (lb)-Max.CompdMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-2380/139 BOT CHORD 1-7=-142/2158,5-7=-142/2158,5-8=-142/2158,4-8=-142/2158 WEBS 2-5=-63/1584,2-4=-2332/172 NOTES- 1)Wind:ASCE 7-10;VuIt=11Omph(3-second gust)Vasd=87mph,TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat,11.Exp B;enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1 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. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4 except(jt=lb) 10MLC e 1=212, at9 Ot WA$lyl `1 A 8)"Semi-rigid pilchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. i ACT 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1162 Ito down and 143 lb up at �T 0-2-12,and 1006 Ito down and 81 lb up at 2-6-0,and 1040 lb down and 58 lb up at 4-6-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others, 10)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 +0� 51398 � 1)Dead+Snow(balanced):Lumber Increase=1.15.Plate Increase=1.15 Ok �(;Is�tty' Uniform Loadsplo Vert:1(3I-70,1-4=-16 �S%NALE�G Continued on page 2 November 16,2016 A WARNING-Veriry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-7477 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing FIT181 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 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,SOW 312,Alexandria,VA 22314. Carona,CA 92880 Jab F Trus.,Hype Qty Ply B1605b.,� K2584285 Jack-Closed Girder 1 1 L42!flzC�.@ ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc. Wed Nov 16 08:44:45 2016 Page 2 ID:As6_BGDpo49upsHoVkGQ BbyJ N V C-477 sjl6Zgf?BgH hbbQJtAgBbZMk26jAS Ukw_?ylegG LOAD CASE(S) Standard Concentrated Loads(lb) Vert:1=-1 1 62(F)7=-1006(F)8=-1040(F) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 Re . 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[fusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suits 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss P.,us ype Qty Ply B16055ouK2584286 B1605530 J10 k-Open 1 1 Job R ence hpoitiopAll ProBuild Arlington, Arlington.WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:44:46 2016 Page 1 ID:As6_8GDpo49upsHoVkGQBbyJNVC-YJhEx56BRy7?IRGn87g6iuhnJmE_rM1 biOgXXRylegF 1-0-0 1-10-15 2-0-5 Scale=1:9 6 J f-_ 5 500I12 2 Io 6 4 2x4— 1.110.3 0 2 2 )-5 LOADING(pso TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.01 2-4 >999 240 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.28 Vert(CT) -0.02 2-4 >999 180 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0,00 3 nla n/a BCLL B OL 0.0 Code IBC2015/TP12014 (Matrix) Weight:8 lb FT=20% 8.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-4 oc purlins. BOT CHORD 2x4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 3=40/Mechanical,2=205/0-5-8,4=29/Mechanical Max Horz 2=31(LC 10) Max Uplift3=-36(LC 16),2=-15(LC 6) Max Grav 3=43(LC 18),2=249(LC 16),4=66(LC 5) 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=6.Opsf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed end vertical left and right exposed;Lumber DOL=1-60 plate grip DOL=1.60 2)TCLL ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11,Exp B;Fully Exp;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19-0 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. 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 Ito uplift at joint(s)3,2. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)31 Ito down and 19 lb up at 1-10-3 on top chord,and 5 lb down at 2-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. �� F WASj -T;h 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 _ Q 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-70,2-4=-16 A Concentrated Loads(Ib) +A 51398 Vert:3=-1 6(F) Dii`,S /011170 NAc. ��'a' November 16,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 ANSIITP11 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N-Lee Street,Suitr:312,Alexandria,VA 22314. Corona.CA 92880 l Job Truss Truss type Qty Ply B16055— K2584287 81605530 J11 Jack-Open 1 1 ProBuild Arlington. Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries.Inc Wed Nov 16 08:44:46 2016 Page 1 ID:As6 8GDpo49upsHoVkGQBbyJNVC-YJhEx56BRy7?IRGn87g6iuhmemE_rMlbiOgXXRylegF 1- 4 0-0 3-10-15 01+5 Scale=1 13.0 3 5.00 12 5 2 t I 4 2x4 LOADING(psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.21 Vert(LL) -0.01 2-4 >999 240 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.28 Vert(CT) -0.02 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 8-0 Code IBC2015/TP12014 (Matrix) Weight:11 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-4 oc purlins. BOT CHORD 2x4 HF Slud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation nulde. REACTIONS. (lb/size) 3=112/Mechanical,2=257/0-5-8,4=29/Mechanical Max Horz 2=54(LC 10) Max Uplift3=-36(LC 10),2=-18(LC 10) Max Grav 3=126(LC 17),2=261(LC 17),4=66(LC 5) 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=6.Opsf,BCDL=4.Bpsf;h=25ft;Cat.11,Exp B.enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed,Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.0 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. 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)3,2. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ��•RRIL(, Qq, WASyI 0 'OQ+O RF 51398 �wA_ � crs•rE� � �ss�oNAL FAG. November 16,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1I1-7473 rev.10/03/20f5 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss 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 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 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suitt!312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Trus.. ,ype City Ply 6160553u K2584288 B1605530 J12 Jack-Open 1 1 I 1 ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:44:46 2016 Page 1 ID:As6_8GDpo49upsHoVkGOBbyJNVC-YJhEx56BRy771RGn87g6iuhmUm E_rM1 biOgXXRylegF _1.n.11 3.11.1 ti1a3 r 1-0-0 3-11-4 1-10-15� //�IV�V�VJII Scale=1:17 2 5.o0 12 3 6 � N 4 (V 2 1 5 2x4= 3.11-A LOADING(ps 2 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ltd PLATES GRIP TOLL 5.0 Plate Grip DOL 1.15 TC 0.22 Vert(LL) -0.01 2-5 >999 240 MT20 185/148 (Roof Snow=25,0) Lumber DOL 1.15 BC 0.28 Vert(CT) -0.02 2-5 >999 180 TCDL 10.0 8.0 Rep Stress Incr YES WB 000 Horz(CT) -0.00 4 n/a n/a BCDL BCDL 0 Code IBC2015ITP12014 (Matrix) Weight:13 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-4 oc puffins. BOT CHORD 2x4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. LI iTek recommends that Stabilizers and required cross bracing e installed during truss erection,in accordance with Stabilizer stallation auld REACTIONS. All bearings Mechanical except Qt=length)2=0-5-8,3=0-1-8. (lb)- Max Horz 2=77(LC 10) Max Uplift All uplift 100 lb or less at joint(s)4,2,3 Max Grav All reactions 250 lb or less at joint(s)4,5,3 except 2=263(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wnd:ASCE 7-10;Vult=11Omph(3-second gust)Vasd=87mph;TCDL=6.Opsf;BCDL=4.8psf,h=25ft;Cat.11;Exp B;enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1 60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25-0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.0 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. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4,2,3. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. RRILL B 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss WASj��q FT ' 07"�� 51398 Qw� � GIs R � NAL November 16,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 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 250 Klug Circle Safely Infomtatton available from Truss Plate Institute,218 N.Lee Street,Suitt:312,Alexandria,VA 22314, Corona,CA 92880 Job Truss Trus.i ype Qly Ply B16055,u K2584289 B1605530 J13 Jack-Open 1 1 oD lieter�nca bnal ProBuild Arlington Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:44:47 2016 Page 1 ID:As6_BGDpo49upsHoVkGQBbyJNVC-OWFd8R7pCGFswbrzirLLF5ExLAaDapGIx2P54tylegE I -t.0.0 t 311.4 7_ta5 1-0-0 3-111 3-10-15 Scale=1:21 6 S I� a A 5.00 12 3 N V r M N M ] 2 O t 2x4— 6 ti11-4 3.14 LOADING(psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.22 Vert(LL) -0.01 2-6 >999 240 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.28 Vert(CT) -0.02 2-6 >999 180 BCLL 0.0 " Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 5 n/a n/a SCDL 8.0 Code IBC2015/TP12014 (Matrix) Weight:16 lb FT=20 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-4 oc purlins. BOT CHORD 2x4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installallon guide. REACTIONS. All bearings Mechanical except(jt=length)2=0-5-8,3=0-1-8,4=0-1-8. (lb)- Max Horz 2=100(LC 10) Max Uplift All uplift 100 lb or less at joint(s)5,2,3,4 Max Grav All reactions 250 lb or less at joint(s)5,6,3,4 except 2=261(LC 1) 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=6.Opsf;BCDL=4.8psf;h=25ft;Cat.ll;Exp B;enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed end vertical left and right exposed,Lumber DOL=1.60 plate grip DOL=1,60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.0 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. 7)Refer to girder(s)for truss to truss connections, 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3,4, 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s)5,2,3,4, 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4. � RRIL( A 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. -WAS q�j T tJ 51398 �v� Off, ISTBR ASS��NALENG, November 16,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 lemporary 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 ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,SuM 312,Alexandria,VA 22314. Corona,CA 92880 Job 7, russ Tom.type Oty Ply B160553u K2584290 f31605530 J14 Jack-Open 1 1 IafQ7tj11Cp 0 tlt1f1B1 ProBuild Arlington. Arlington.WA 98223 7 640 s Sep 29 2015 MiTek Induslries.Inc. Wed Nov 16 08:44:47 2016 Page 1 ID:As6_8GDpo49upsHoVkGQBbyJNVC-OWFd8R7pCGFswbrzirLLF5ExHAaDapGlx2P54tylegE A.1,.d "A r 1-0-0 3-11-4 2-4-15� Scale=1:18 3 4 5 r Ia 5 00 12 3 7 u? r N N 2 oI , 6 2x4= r 3.11.4 3-11-4 LOADING(psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) /deft Lid PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1J5 TC 0.22 Vert(LL) -0.01 2-6 >999 240 MT20 1851148 TCDL 10.0 Lumber DOL 1.15 BC 0.28 Vert(CT) -0.02 2-6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 5 n/a n/a BCDL 8.0 Code IBC2015/TP12014 (Matrix) Weight:14 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-4 oc purlins. BOT CHORD 2x4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Ins t n uide- REACTIONS. All bearings Mechanical except(jt=length)2=0-5-8,3=0-1-8,4=0-1-8. (lb)- Max Horz 2=82(LC 10) Max Uplift All uplift 100 lb or less at joint(s)5,2,3,4 Max Grav All reactions 250 lb or less at joint(s)5,6,3,4 except 2=262(LC 17) 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=6.Opsf;BCDL=4-8psf,h=25ft;Cat.11;Exp B;enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10:Pf=25.0 psf(flat roof snow),Category 11;Exp B;Fully Exp.;Cl=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.0 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. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3,4. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,2,3,4. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4. �G.j2RILL Qq 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. WgSN,, S 1398 <v� �FQISTS �SS�ONAL �G` November 16,2016 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 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 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suit/:312,Alexandria,VA 22314. Corona,CA 92880 1 t l Job Truss Trua., 'ype Qty Ply B16055 K2584291 B1605530 J15 Jack-Open 1 1 ou ljob (9gla-lan ProBuild Arlington, Arlington.WA 98223 7 640 s Sep 29 2015 MiTek Industries.Inc Wed Nov 16 08:44-48 2016 Page 1 ID:As6_8GDpo49upsHoVkGQBbyJNVC-Uip?Lm8RzaNjXkP9GYsaoJm6lawSJF WuAi9ecJylegD 1-0-0 3-11-4 0-4-15 Scale=1:13 9 3 4 I 500 12 6 M 2 1 S` 2x4 3.11.4 3,11.4 LOADING(ps17 TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) /deft L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.01 2-5 >999 240 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.28 Vert(CT) -0.02 2-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 4 n/a n/a BCDL 8.0 Code IBC2015/TP12014 (Matrix) Weight:11 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-4 oc puffins. BOT CHORD 2x4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings Mechanical except(jt=length)2=0-5-8,3=0-1-8. (Ib)- Max Horz 2=59(LC 10) Max Uplift All uplift 100 lb or less at joint(s)4,2,3 Max Grav All reactions 250 lb or less at joint(s)4,5,3 except 2=266(LC 17) 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=6.Opsf;BCDL=4.Bpsf;h=25ft;Cat.11.Exp B,enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.0 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. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4,2,3, 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. �FRRtLL 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. l`V ,`O o wasri� 51398 AL November 16,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the NiTek' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criterla,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Sufu 312,Alexandria,VA 22314, Corona,CA 92BBO Job Truss Tam.I ype aty Ply B160553u K2584292 B1605530 J16 Jack-Open1 1 ProBuild Arlington, Arlington,WA 98223 T640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:44:48 2016 Page 1 it D:As6_SGDpo49upsHoVkGQ BbyJ N VC-Uip?Lm8RzaNjXk P9GYsaoJm7oawSJ F WuAi9ecJy IegD 9.M16 311-d. 2-4-15 1-6-5 Scale=1:9.7 3 500 rig 5 / T 2 v� m d t to 4 2x4= -4 !•3 t•65 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (IQc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.01 2-4 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1115 BC 0.28 Vert(CT) -0.02 2-4 >999 180 TCDL 10-0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 nla n/a BCI,L 0.0 ' Code IBC2015/TPI2014 (Matrix) Weight:9 Ito FT=20 BCDL 8.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-4 oc purlins. BOT CHORD 2x4 HF Slud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation aide_ REACTIONS. (lb/size) 3=49/Mechanical,2=214/0-5-8,4=29/Mechanical Max Horz 2=37(LC 10) Max Uplift3=-22(LC 16),2=-14(LC 6) Max Grav 3=53(LC 17),2=241(LC 16).4=66(LC 5) 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=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.0 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 nonconcurrenl 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. 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 Ito uplift at joint(s)3,2. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �RR[LL 9 ,gyp oY WAS ti • �� coo`? 51398 FGIs1r��N �SStONAL November 16,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 properly damage For general guidance regarding the Fabrication,storage,delivery;erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona.CA 92880 1 • / 1 I Job Truss Trua..type Oty Ply B16055,su K2584293 B1605530 Sol Jack-Open 1 1 ProBuild Arlington. Arlington-WA 98223 7-640 s Sep 29 2015 MiTek Industries,Inc. Wed Nov 16 08:44:49 2016 Page 1 ID:As6_BGDpo49upsHoVkGOBbyJ NVC-yuNNZ693ktVa9u_MgGOpKWJIYzlu2im2OMuCBmylegC .41 ( 2_17.A 1-0-0 2-4-15 Scale=1:9.7 3 500 12 5 2 vl m a Io 4 2x4 2..�j5 I 2.11•d 1 2.4.19 Q.B.S LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) /defl L/d PLATES GRIP TOLL 25.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.00 2-4 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.14 Vert(CT) -0.01 2-4 >999 180 TCDL 10.0 8.0' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCQt BCLL .0 " Code IBC2015/TPI2014 (Matrix) Weight:8 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins. BOT CHORD 2x4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer installation ui e REACTIONS. (lb/size) 3=49/Mechanical,2=206/0-5-8,4=21/Mechanical Max Horz 2=37(LC 10) Max Uplift3=-22(LC 16),2=-19(LC 6) Max Grav 3=53(LC 17),2=233(LC 16),4=48(LC 5) 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=6.Opsf,BCDL=4.Bpsf,h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10.Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp,;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.0 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. 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)3,2. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ��lLz e F� OF WASk�� O 'n .off �, 51398 lq,r Off, E'GISTER �Ssr�NALE�Gt November 16,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 IrIISs 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 ANSIITPII Quality Criteria,DSB-89 and BGSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 1 � � • 1 I Job Truss Trua..fype Qty Ply B160553ti K2584294 B1605530 S02 I. ack-Open 1 1 Job Reference honal ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:44:49 2016 Page 1 ID:As6_8GDpo49upsHoVkGQBbyJNVC-yuNNZ693ktVa9u_MgGOpKWJGVzlu2im2OMuCBmylegC .1.O.A 2.11.4 I 4.{-15 f 1-0-0 2-11-4 1-5-11 Scale=1:14,2 3 r I 500 12 5 C N N Jai 2 4 2x4 = 2-114 22-11-4 LOADING(psq SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 25,0 Plate Grip DOL 1.15 TC 0.30 Vert(LL) -0.00 2-4 >999 240 MT20 1851148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.14 Vert(CT) -0.01 2-4 >999 180 TCDL 10.0 Rep Stress Incr YES WE 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 Code IBC2015ITP12014 (Matrix) Weight:10 lb FT=20% BCOL 8.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins BOT CHORD 2x4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=131/Mechanical,2=264/0-5-8,4=21/Mechanical Max Horz 2=60(LC 10) Max Uplift3=-41(LC 10),2=-25(LC 10) Max Grav3=150(LC 17).2=271(LC 17),4=48(LC 5) 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=6.Opsf;BCDL=4.Bpsf,h=25ft;Cat.11;Exp B;enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed end vertical left and right exposed;Lumber DOL=1,60 plate grip DOL=1.60 2)TCLL:ASCE 7-10.Pf=25.0 psf(flat roof snow);Category 11,Exp B;Fully Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.0 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. 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 Ib uplift at joint(s)3,2. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. Jl� OF WASr +O�►O ,p'51398� 44 .� 4'ISTER �sStONAL November 16,2016 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 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 ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suds!312,Alexandria.VA 22314. Corona CA 92880 Job Truss Truss Type Qty Ply 81605 K2584295 53u B1605530 S03 Jack-Open 1 1 efer e ProBuild Arlington, Arlington WA 98223 7 640 s Sep 29 2015 MiTek Industries.Inc Wed Nov 16 08 44.49 2016 Page 1 ID'Ash_8GDpo49upsHoVkGQBbyJNVC-yuNNZ693klVa9u_MgGOpKWJJ FzJ221m2OMuCemylegC 1-0-0 1.10-15 0- �5 Scale=1,8 7 3 5 500 F12 2 0 1 Io 4 2x4= - -A LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (lac) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) -0.00 2 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.07 Vert(CT) -0.00 2-4 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 Code IBC2015/TP12014 (Matrix) Weight:6 lb FT=20% BCOL 8.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-4 oc purlins. BOT CHORD 2x4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer lnstauatign.guide. REACTIONS. (lb/size) 2=174/0-5-8,4=15/Mechanical,3=44/Mechanical Max Horz 2=32(LC 10) Max Uplift2=-19(LC 6),3=-17(LC 16) Max Grav 2=194(LC 16),4=34(LC 5),3=46(LC 17) 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=6.Opsf;BCDL=4.8psf;h=25ft,Cat.11.Exp B,enclosed,MWFRS (envelope)gable end zone,cantilever left and right exposed,end vertical left and right exposed,Lumber DOL=1 60 plate grip DOL=1.60 2)TCLL ASCE 7-10;Pf=25.0 psf(flat roof snow),Category II;Exp B;Fully Exp-;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.0 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. 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)2,3. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. WAS M�tuu�L e .off ,� 51398 4,4 a� FatsrER� ASS�ONALE�U` November 16,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7477 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors This 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 buss 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 ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 King Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suit 312,Alexandria,VA 22314. Corona,CA 928B0 Job Truss Trub.type oty Ply B160553u K25M96 61605530 SO4 Jack-Open 1 1 J.Q9.BSLgref]c61QDlrofxll ProBuild Arlington, Arlinglon.WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:44:50 2016 Page 1 ID:As6_8GDpo49upsHoVkGQBbyJNVC-Q5xImSAhVBdRn2ZYNzv2tksTlNfxn9OBdOelgcy leg B 2464 i 1-0-0 1-10-15 0-6-5 Scale=1:8 7 o 5 500 12 2 0 1 to 4 2x4= 1•f0.ib 2_4.4 ' 1.10.15 LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 plate Grip DOL 1.15 TC 0,17 Vert(LL) -0.00 2-4 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.09 Vert(CT) -0.00 2-4 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 " Code IBC20151TP12014 BCDL 8.0 (Matrix) Weight:7 lb FT=20/o LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-4 oc purlins. BOT CHORD 2x4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation ouide, REACTIONS. (lb/size) 3=24/Mechanical,2=193/0-5-8,4=17/Mechanical Max Herz 2=31(LC 10) Max Uplift3=-40(LC 16),2=-22(LC 6) Max Grav 3=25(LC 17),2=237(LC 16),4=39(LC 5) 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=6.Opsf;BCDL=4.8psf;h=25ft;Cat.11;Exp B.enclosed,MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1 60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.0 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. 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 to uplift at joint(s)3,2. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �ERRILI $ WAS l-oh 0 51398A; °•I �orsTtR� �s%NAL ENG November 16,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 eL' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the RR fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Inslilule,218 N Lee Street,Suite 312,Alexandria,VA 22314. 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D� 33 O N (D c //n° N- o cnD p 7 O O a ff" O D 3J N j N n �p Cl y n m m m ° a f0 F' !"3 J a m ° —Ti° °. 4 J u+ `"`�. 3 /�� m m cy n o m 3 ,° a m a m CD T1 `✓ .Z' O J(ni (D N m n y � 3 a N y N (D N (D 10 V (D a c-O 3 n. d n J f�'(D N N n n N O O N Q Fy N N y p J N 1 •M N a- E0 3 M O(D r1l, N ,r Permit#1276 Address Payment Info Address 9027 171st Street NE Receipt# 1206557 City Arlington Date 4/21/2017 State WA Paid By LGI Homes-Washington,LLC Zip 98223 Description Building Permit Payment Type Check#4373 Accepted By Kristin Foster Fees Paid Fee Fee Description Factor Total Fee Amount Amount Paid Building Permit Fee 322.10.00.00 2838.68 2,838.68 2,838.68 Building Plan Review Fee 345.83.00.00 1845.14 1,845.14 1,845.14 Gas Outlets Base Fee 1 to 5 322.10.00.00 0 10.00 10.00 Mechanical Fee(Enter Fixture Fee) 322.10.00.00 2 27.00 27.00 Mechanical Permit Base Fee 322.10.00.00 0 25.00 25.00 Park-Community SF 345.85.00.00 0 1,662.00 1,662.00 Plumbing Permit Base Fee 322.10.00.00 0 25.00 25.00 Processing/Technology Fee 341.43.00.02 0 25.00 25.00 State Building Code Surcharge Fee 386.00.01.00 0 4.50 4.50 Traffic Mitigation 345.85.00.02 0 3,355.00 3,355.00 Water Heater 322.10.00.00 0 25.00 25.00 Total Payment:9,842.32 Date: 04/03/2026 Permit#: 1276 Perm t Date: 01/06/2017 Review Date: 01/06/2017 Perm Type: RESIDENTIAL SINGLE FAMILY Review Type: RESIDENTIAL SINGLE FAMILY Target Date: 01/20/2017 Scheduled Time: 00:00 Com pleted Date: 02/16/2017 Description: approved with red lines Review Status: Assigned To: z.Rick Karns Tim eIn: 00:00 Time O it: 00:00 H curs: 2.0 Property Information Parcel#: LGI HOMES-WASHINGTON LLC LGI HOMES-WASHINGTON LLC 1 450 LAKE ROBBINS DR STE 430 9027 171st Street NE T HE WOODLANDS, TX 77380 Zoning: 111 Single Fam iy Residence - DetachedLot: 24Block: Permit#: 1276 Permit Date: 01/06/17 Permit Type: RESIDENTIAL SINGLE FAMILY Project Nam e Gregory Park Applicant Nam a LGI Hom cs -Washington, LLC Applicant Address: 11410 NE 124th Street, Ste #103 Applicant, City, State, Zip: Kirkland, WA98034 Contact: Jake Jabusch Phone: 360-353-0588 Em al:jake.jabusch@lgihom cs.com Scope of Work: New SFR Valuation: 280335.10 Square Feet: 2718 Num ber of Stories: 2 Construction Type: O xupancy G ioup: ID Code: Permit Issued: 04/20/2017 Permit Expires: Form Permit Type: Status: LASERFICHE Assigned To: Kristin Foster Property Parcel# Address L egal Description O wrier Nam e Ovner Phone Zoning LGI HOMES- 9027 171 st Street NE WASHINGTON Residence Single Dam iy -Detached LLC Contractors Contractor P rim ay Contact P hone A ddress C ontractor Type L icense License# LGI HOMES- 12951 BELRED CONSTRUCTION Labor and LGIHOHL857MB WASHINGTON LLC RD#150 CONTRACTOR Industries Inspections Date I nspection Type D escription S cheduled Date C om Iieted Date I nspector S tatus 06/02/2017 R20.SFR/DUPLEX 09/13/2017 C om Iieted FINAL Plan Reviews Date R eview Type D escription A ssigned To R eview Status O1/06/2017 RESIDENTIAL SINGLE approved with red lines z Rick Karns FAMILY Fees Fee D escription N otes A m aunt Processing/Technology $25.00 Park-Com m nity SF S ingle Fam iy $1,662.00 Traffic Mitigation-C/MF Cbm m ecial/MOti-faro iy $3,355.00 Building Perm i T able 4-1 $2,838.68 Building Plan Review T able 4-2 $1,845.14 Gas Piping/Units E nter#of units $10.00 Mechanical Fee(Enter Fixture Fee) $27.00 Mechanical Base P erm i Fee $25.00 Plum hng Base Perm i Fee $25.00 State Surcharge- 1st DU R esidential-1st Unit $4.50 Wier Heater(Tank) $25.00 Total $9,842.32 Attached Letters Date Letter D escription 04/06/2017 Building Perm i Paym acts Date Paid By D escription P aym ait Type A ccepted By A m aunt 04/21/2017 LGI Hom cs-Washington,, Building Perm i C heck#4373 K ristin Foster $9,842.32 LLC O utstanding Balance $0.00 Notes Date Note C reated By: O1/26/2017 Conditional Use Perm i PLN-32 Final Plat PLN-265 Design Review PLN-294 Civil PWD-481 Kristin Foster Dem oBLD-816 O1/06/2017 Lot 24-Plan 2338-Miil K ristin Foster O1/06/2017 Need Valuation-waiting for contractor to receive bids. K ristin Foster Uploaded Files Date File Nam e 04/21/2017 2234611-1276 Issued Perm i.pdf O1/06/2017 2038826-1276 Application.pdf