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HomeMy WebLinkAbout9025 171ST ST NE_BLD1272_2026 Y RESIDENTIAL PERMIT APPLICATION Department of Community& Economic Development .y 'fir O� 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 Address: �p �'�1 s+ Plat: G _ f'vas Single-family D. Duplex Townhouse ❑, Addition (U Accessory structure Proposed Area: 1st Floor: b (e 2"d Floor: I¢.3 Garage: Pj(J Total SF: o Describe Proposal (include cross street): �? l7l .tree ,ec — is l Valuation: Owner: Z—G-M — (V&Sk.i Address: ft D NL / MIF /OS City: K✓Kacr..4c d� State: � " Zip Code: Phone: 3(00- 353— 0588 Email: _,o/&& /rc4"eA@° ,$/ hc*t,,S � , C - Applicant: 4&� k)otsk;!.' Address: 11+0 NE «f*-9, STD City: t���' State: w� Zip Code: Phone: ?&D-3s3-05% Email _�I�cX�.�lava-t ���, kD�cL� Contractor: /, &X 6rktS- too sk�rt9 �,C Address: 1 WV 'V F/'Z40h 0- STE 10 City: ki✓y-1 A,4 State: AAA Zip Code: Phone: Email ,1� - c �►c-lv�� korkts.Cyyk_ Contact Person: T&" ;�Ok=� License Number:,JG-X#V faS,/*Expiration: 7 ko17 6/16LP Page 1 of 3 �t Y O kc 691�r RESIDENTIAL PERMIT APPLICATION y 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 11✓ Sink (1.5) x Shower(2.0) x r/ fed Lavatory (1.0) x El Clothes Washer(4.0) x Water Closet (2.5) x f7 Dishwasher (1.5) x [ ' Water Heater x EJ' Hose Bibb (2.5) x Water Heater Model # C Other (list) x 3� u6 -�- ls,,,11 f�tl saw Plumbing Section Continued Proposed Water Piping Size: Proposed DWV Material: A&5 Proposed Piping Material (r�l= x Proposed DWV Size: 19 • 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 c1�Y o� /101- WAS RESIDENTIAL PERMIT APPLICATION ' Department of Community& Economic Development ��1 4 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# ,f�Y acc `l5.S,¢3UD9D�'�AFUE �y Q! Heat Pump Model# SEER HSPE AC Unit Model# SEER Type II Hood Commercial Cooking Appliance ❑ Hydronic Piping ❑ Boiler Ol Solid-Fuel Appliance Q! PV System Q1 Fireplace Insert QS Outdoor BBQ Ql Storage Tank 52 Freestanding Stove 4Gas Piping Other Gas Piping Information Not Applicable: 4 Pipe Material: ' -51_ Pipe Size: Total BTU's of all Appliances: Distance from Meter to Furthest Appliance: 3 • 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: Print Applicants Nam . haSv4 6/16LP Page 3 of 3 CITY OF ARLINGTON 238 N. OLYMPIC AVE-ARLINGTON, WA. 98223 PHONE; (360)403-3551 BUILDING PERMIT Address:9025171st Street NE Permit#:1272 Parcel#: Valuation:299161.50 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: 2 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 110/IRC 110. SALES TA N TICE:Sales tax relating to construction and construction materials in tha ityotArKington mus be reported on your sales tax return form a de g Arlingt n#3101. 17 Signature Print Name Date Released 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 $2,910.05 4/6/2017 Building Plan Review Fee $1,891.53 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: $9,960.08 Total Payment: $0.00 Balance Duc: S9.901.08 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 v 238 N. OLYMPIC AVE-ARLINGTON, WA. 98223 PHONE; (360) 403-3551 BUILDING PERMIT Address:9025 171st Street NE Permit#:1272 Parcel#: Valuation:299161.50 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: 2 CONST.TYPE: `I-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. IBC i 10/IRC 110. SALES TA N TICE:Sales tax relating to construction and construction materials in / ity. ington mus be reported on your sales tax return form a de i Arlin n#3101. Signature Print Name Date Released By Date CONDITIONS See red lined drawings. Adhere to approved plans. THIS PERMIT AUT 40RIZS 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 $2,910.05 4/6/2017 Building Plan Review Fee $1,891.53 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: $9,960.08 Total Payment: $0.00 Balance Due: $9,9611.08 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 r Permit Information Date 1/5/2017 Permit Number 1272 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 9025 171st Street NE Valuation 299161.50 Status Applied Permit Issued Permit Expires Square Feet 2894 Type of Construction/Occupancy Load Number of Stories 2 Proposed Use New SFR Assigned To Kristin Foster Property Information Owner Information Parcel#: 9025 171st Street NE Contractors Contractor Name Primary Phone Email Contractor Type License License# Contact LGI Homes-Washington,fake Jabusch 360-353- ake.jabusch@lgihomes.comCONTRACTOR I-abor and ILGIHOHL857ME I-LC 0588 Industries Review Date Type Description Tar et Date Completed Date I Assigned To I Status 1/5/2017 IlResidential Dwelling Opproved with red lines 1/19/2017 2/16/2017 lRick Karns PNpproved Fees Fee I Description I Notes I Amount Building Permit Fe 322.10.00.0 $2,910-0 Building Plan Review Fed345.83.00.01 $1,891_5 Gas Outlets Base Fee 1 to q 322.10.00.Oq $10.00 Mechanical Fee(Enter Fixture Fee) 322.10.00.Og $27.00 Mechanical Permit Base Fed322.10.00.Oq $25.00 Park-Community SFJ 345.85.00.Oq $1,662.00 Plumbing Permit Base FeO322.10.00.Oq $25.0 Processing/Technology Fed341.43.00.02 $25.0 State Building Code Surcharge Fem 386.00.01.001 $4.5 Traffic Miti ationj 345.85.00.021 $3,355.00 Water Heateq 322.10.00.0 $25.0 Total $9.960.0 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 1/5/2017 Lot 25-Plan 2514-Palix 1/5/2017 Need valuation-waiting for contractor to receive bids. Uploaded Files Upload File Date File 7-uploaded B 1/5/2017 12:49:55 PM 11272 Application.pdf Foster,Kristin X 10 "r FAO 2- - l ga 1 Permit Information Date 1/5/2017 Permit Number 1272 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 9025 171 st Street NE Valuation 0.00 Status Applied Permit Issued Permit Expires Square Feet 2894 Type of Construction/Occupancy Load Number of Stories 2 Proposed Use New SFR Assigned To Kristin Foster Property Information Owner Information Parcel#: 9025 171st Street NE Contractors Contractor Name Primary Phone Email Contractor License License# Contact Type LGI Homes-Washington, 360-353- (Labor and LLC Jake Jabusch 0588 lake.jabusch@lgihomes.corr CONTRACTOR (Industries LGIHOHLB57M Review Date Type Description I Target-Date Completed Date I Assigned To 177&tatus 1/5/2017 lResidential Dwelling 1/19/2017 Itevin Olander 11in Review Notes Date Note 1/5/2017 Lot 25-Palix 1/5/2017 Need valuation-waiting for contractor to receive bids. Uploaded Files I Upload File Date File Uploaded B 1/5/2017 12:49:55 PM 11272-Application.pdf IFoster,Kristin 'Y °^ RE& JENTIAL PERMIT . APPLICATION ' Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551 G 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 Address: 60A:5'_ /7/S+ V Plat: t- (`= 3,_, .,.y �_ as= /.� Cg( Single-family Duplex p � Townhouse Addition �; Accessory structure Proposed Area: 1 st Floor: ,' 7 .4, 2"d Floor: J¢.�6 Garage: �90 Total SF: o� Describe Proposal (include cross street): 9 l`7l sh- .eel— rs l e- PIP Valuation.- Owner: Z-C—= 64fS Address: 11410 AIF 041A S4, S7F- /03 City: State: &* Zip Code: Phone: 3(00- 36-3- 058$ Email- �1G( .�A,�ecJeA IAA ho*ts, Cam_ Applicant: J C—X lk*kS wo_'64;K-f IPA, Address: 11+0 NF «f .�-� /d3 City: 1 (09, State: WA_ Zip Code: 470034 Phone: _ D� s3-�s8g Email- .'j�c�cr lt,��l�i�rDrJc� Contractor: G-x I-{ nits- 100_SkLtZ�:n kI—C v a Address: 11449 577F- 10 City: kiY'y,1A-4 State: WA Zip Code: !� Phone: Email �¢ j4.b�c.rv��IQi�.o„crea.Cyr_ T&)�c Contact Person: li4K-sal License Number:,u-0y#4057i0 Expiration: 71314617 Received ,JAN 04, 9&017 Pip Izi1.", 6/16LP Page 1 of 3 �A Y O� RESWENTIAL PERMIT . 1PPLICATION 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) Bath/Shower Combo (4.0) x L � Sink (1.5) x JI Shower(2.0) x Lavatory (1.0) x 5 ❑ Clothes Washer(4.0) x f Water Closet (2.5) x [� Dishwasher(1.5) x Water Heater x Ea Hose Bibb (2.5) x � Water Heater Model # Other(list) x Plumbing Section Continued Proposed Water Piping Size: 3 Proposed DWV Material: �r5 Proposed Piping Material: )Ex Proposed DWV Size: • 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) 6116LP Page 2 of 3 . �' 1 .� RESIvjENTIAL PERMIT .PPLICATION Department of Community& Economic Development L ' ,�4� City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551 G Mechanical Section (continue filling out if mechanical equipment is involved) Select proposed appliances: Furnace (80+) Model# :jar au `�l S343CV40' AFUE 1��V Q Heat Pump Model# SEER HSPE U AC Unit Model# SEER U Type II Hood 0' Commercial Cooking Appliance U Hydronic Piping Boiler Solid-Fuel Appliance ❑' PV System Fireplace Insert ❑: Outdoor BBQ ❑' Storage Tank 4� Freestanding Stove ' Gas Piping Q1 Other Gas Piping Information Not Applicable: Pipe Material ,&e e Pipe Size� Total BTU's of all Appliances: `.�?0,00p Distance from Meter to Furthest Appliance: 3 • 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: V4 Date t Print Applicants Nam . 6/16LP Page 3 of 3 � � ��� r., � 3/31/2017 LGI HOMES-WASHINGTON LLC I 'l Search L&I \Y,Ind,t [kelp I.V f.&,I uPpty &He�ilth Claims& insufancE Vl-forkplar,e Ric s Trades Licensing 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. L&I Tax debts HOP LAS irrenr0Ve hftps://secure.ini.wa.gov/verify/Detail.aspx?UBI=60350BO01&LIC=LGIH OH L857M B&SAW= 1/2 3/31/2017 LGI HOMES-WASHINGTON LLC No L&I tax debts are recorded for this cr ctor license during the previous 6 year period,but ne 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 fad/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 state of Washington. https://secure.Ini.wa.gov/verify/Detail.aspx?U BI=60350BW1&LIC=LGIHOH L857M B&SAW= 212 ` SETSACHS NOTES' c; FRONT 20' •BUILDING DIMENSIONS ARE TU EA7ST7NG CONTOUR S10E 5' FACE OF FOUNDA77CW �/^ -REAR 5' •GRADING SH01MV AS DESIGN / ( � ACTUAL LOCAPON MAY VARY SYGPE DRIVEWAY TO PUBLIC ROAD •SJLT FENCE TO BE INSTALLED PER AN/SHED CGWTWR CITY OF ARLINGTON'S STANDARD -5'BSBL (Typ) r-PRGY'ERTY •SILT FENCE TO BE INSTALLED CN r CLWNER GRADIENT S E CF BUILDING N8974'11"W ! (TYP) PARCEZ 45 00--47o ' •CCNSTRUC77ON ENTRANCE TO BE INSTALLED PER CITY OF r j r ARLINGrCW S STANDARDS STORM NOTES: •TFSC INSTALLED PR/OIR M j I I I CONSTRUC77GN o •BARE SOILS COVERED WITH MULCH 5 BSBL i i— I OR ANOTHER APPROVED BMP ',,-PAW 42 SF I •TOPSOIL PER W500E BMP T5.1J I I (£FF 12"DEPTH) •ALL ONSITF RUNOFF CONNECTED TO `5 35.00' I PRIVATE SMKM STUB / •S11F SHALL BE STABILIZED PRIOR L T 25 I TO BUILDING PERMIT BEING PROPO RESIDENCE RNAUZ£D p PALIX-251 GARAGE LEFT ( SITE NOTES: i s 5r o l 776410NE FGOnNG DRAINS AND ROC F DRAINS TO PERMANENT ROOF v STORM DRAINAGE SYSTEM PER ;7 co OVERHANG I 51 BSBL APPROVED PLAT DRAINAGE PLAN ( o a { ON FILE WITH THE COUNTY. Z GARAGE I -AREA CF DISTURBANCE INCLUDES SEVER 1'OVERHANG ENTIRE LOT. CONNEC770N 12 501 LEGEND: SEW 6. I A— BLOW OFF SERNCE I 1/.00' 5' ® WATER METER - — — — — G( RR£HYDRANT �6 AIR VAC STORM SB 47tJ SrSF L m 5'STORM CLEANCUT DR/VEWA CA5E'MENT I� g �YJNCTIGN BOX _ i 10' 0 } STREET L16HT - - - - unurY � � EASEMENT ��Z POWER VAUL T 45 O0. f� CATCH BASIN I a a 4 a j a CLEANGUT MANHOLE B ILDING DEPA M NT AM? BLO(X WALL -- WALL DRAIN TREE REMOVAL i xin+ . .1S T. N DA B SE71E7P SCALE 1'= 20' IR(c,c e, v cf rd 17l1LESS PPRON&D B lid L/ /�[J T r 5 JAN P A2n17i � fliLllLDI G IN5PECTCQR / LJ SITEPLA/1/ P2Ip10 GREGOR Y RA RK LG/ HOMES PLAN NO. PAL/X-2514 LOT AREA = 4„J4 SF DATE 11 17 2016 PARCEL # LOT 25 HOUSE= 1,679 SF ,u; E Z< lh P�.,« DRIVEWAY= 470 SF COE °e""`°alqP'°'' °^900°' DESIGNED CORE ADDRESS 9025 171ST ST. PAn0 = 42 SF DRAWN LSJ PROJECT NUMBER TOTAL= 2,191 SF ENGINEERING PLA\INING - SU.PVEYING 13024L-GRGOO I40 12J OIIJ A 110 ID T",,IT,gAg3a cpMICIJIWI Ql;'-3VOR99A AT IT YC MWO-R-IciA: cRn- lsj POT03"prti+.lJrU� G 17-'r OF ARL I NGTON BU I LD I NCB DEPARTMENT LC,1 HOME5 PLAN 2514 NA5H AND A550G I ATE5 AUTHORZ I E5 L&I HOMES TO U5E PLAN 2514 A5 A BA51 G IN THE G I Tl' OF ARL I N&TON 2912 fl!k$,1 A GT OA%Y TFIOMAS NA1SF� TATR Or N1A3HIN6T 4r�� ' Prescriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information Plan 2514 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 Ali 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 Ceilingk 491 0.026 Wood Frame Wall°.°'. 21 int 0.056 Mass Wall R-Value' 21/21" 0.056 Floor 30" 0.029 Below Grade Wall'-m 10/15121 int+TB 0.042 Slab"R-Value&Depth 10,2 ft n!a '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. ❑3.Large Dwelling Unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. 14. Additions less than 500 square feet: .5 credits Table R406.2 Summary Option Description Credit(s) 1a Efficient Building Envelope 1a 0.5 ❑ 1b 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 1.0 121 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 Q 1.0 5a Efficient Water Heating 5a 0.5 Q 0.5 5b Efficient Water Heating 5b 1.0 Q 1.0 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 3.50 *Please refer to Table R406.2 for complete option descriptions Received JAI 0 4 Z017 P210I t, Table R402.1.1 Footnotes For SI: 1 foot.=304.8 mm,ci:continuous insulation,int.=intermediate framing. a 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. 6 Reserved. h Reserved. i The second R-value applies when more than half the insulation is on the interior of the mass wall. J 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 a Nonfenestration U-factors shall be obtained from measurement,calculation or an approved source or as specified in Section R402.1.3. :G Window, Skylight and Door Schedule Project Information Contact Information Plan 2514 Width Height Ref. U-factor Qt. Feet Inch Feet inch Area UA Exempt Swinging Door(24 sq. ft. max.) 1 0.01 0.00 Exempt Glazed Fenestration(15 sq.ft. max.) 1 ().01 0.00 Vertical Fenestration (Windows and doors) Component Width Height Description Ref. U-factor Qt. Feet Inch Feet inch Area UA Foyer 0.30 1 3 6 8 20.0 6.00 0.30 1 2 " 6 17.8 5.33 Guest 0.30 1 3 5 15.0 4.50 Great Room 0.30 1 5 5 25.0 7.50 Dining 0.30 1 6 6 1D 41.0 12.30 Great Room 0.30 1 3 5 15.0 4.50 Master Bedroom 0.30 1 5 5 25.0 7.50 Stairs 0.30 1 2 2 4.0 1.20 Bedroom 2 0.30 1 3 5 15.0 4.50 Bedroom 3 0.30 1 5 5 25.01 7.50 Bonus Room 0.30 1 3 5 15.0 4.50 Bedroom 4 0.30 1 2 2 4.0 1.20 0.30 1 3 5 15.0 4.50 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 0.01 0.00 0.30 0.0 0.00 0.30 1 1 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 0.0 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 0.0 0.00 R 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 Sum of Vertical Fenestration Area and UA 236.81 71.03 Vertical Fenestration Area Weighted U=UA/Area 0.30 Overhead Glazing(Skylights) Component Width Height Description Ref. U-factor Qt. Feet "'c' Feet 'n`'' 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) 1 236.8 71.03 Simple Heating System Size:Washington State This beating system sizing calculator is based on the Prescriptive Requirements of the 2015 Washington State Energy Code(WSEC)and ACCA Manuals J and S.This calculator will calculate healing loads only.ACCA procedures for sizing cooling systems should he 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 2514 Heating System Type: O All Other Systems Q Heat Pump To see detailed instructions for each section,place your cursor on the word"Instructions". Deslan Temperature Instructions Marysville V Design Temperature Difference(AT) 47 CT=Indoor(70 degrees)-Outdoor Design Temp Area of Building Conditioned Floor Area Instructions Conditioned Floor Area(sq ft) 2,514 Average Ceiling Height Conditioned Volume Instructions Average Ceiling Height(ft) 9.3 23,380 Glazing and Doors U-Faclor X Area = UA Instructions 0.30 237 71.10 Skvllahts U-Factor X Area = UA Instructions 0,50 Insulation Attic U-Factor X Area = UA Instructions ft99 0,026 F 1,513 39.34 Single Rafter or Joist Vaulted Ceilings J U-Factor X Area UA Instructions Select R-Value I No selection E --- Above Grade Walls(see Figure 1) J U-Factor X Area UA Instructions + 0.058 2 670 149.52 R-21In[ermediate J Floors U-Factor X Area UA Instructions R-30 I 0.029 1.513 43.88 J Below Grade Walls(see Figure 1) U-Factor X Area UA Instructions No Below Grade Walls In this project. -- --' Slab Below Grade(see Figure o F-Factor X Longth UA Instructions No selection Lf�l Select conditioning �.�.I Slab on Grade(sse,Figure 1) F-Factor X Length UA Instructions f�-11 No Slab on Grade in this project. Location of Ducts J Instructions Duct Leakage Coefficient Conditioned Space J 1.00 Sum of UA 303.84 Envelope Heat Load 14,280 Btu I Hour Figure 1. sumofuAXAT Air Leakage Heat Load 11,868 Btu I Hour VolumeX 0.6XATX,018 Al,oveG.ede Building Design Heat Load 26,148 Btu I Hour Air Leakage+Envelope Heat Loss Building and Duct Heat Load 26,148 Btu I Hour Ducts in unconditioned space:Sum of Building Heat Loss X 1.10 Ducts In conditioned space:Sum of Building Heat Loss X 1 Maximum Heat Equipment Output 36,607 Btu I Hour Building and Duct Heat Loss X 140 for Forced Air Furnace Building and Duct Heat Loss X 125 for Heat Pump (07/OV13) 7INASH&ASSOCIATES ARCHITECTS PLAN 2 514 BEAM, LATERAL & SEISMIC CALCULATIONS 1 ; � {y,L•:atVl3Jtta2w2M6+•Jft .(� r,Arz" GIST HRZc �I }Ia _.A1-;Y " .':)MAS NASH Q TATE OFWASHINGTON Received JAN 0 4 zw_ INN IZ-IZ 2015 IBC JULY 1, 2016 8003 118th AVE NE Kirkland, WA 98033 (426) 828-4117 W".NASH-ARCHITECTS.COM NASH+ASSOCIATES CLIENT: BEAM DESIGN DATA PROJECT:_ ARCF:II'T17CTS DATE: NAME: Roof Loads: LL 25/1/sf DL 15 #/sf Total 40#/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 IBC 15 Steel: Per IBC 15 Wood: Per IBC 15 Nailing: Per IBC 15 4" Beam: Douglas Fir #2 fv = 180 fb = 900 PSI E = 1,600,000 6" Beam: Douglas Fir #2 fv = 170 fb = B75 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, CPKI) E = 1,800.000 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH—ARCHITECTS.COM PLAN 2514 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 RB-1 Date: 10/24/16 Selection 4x 10 DF-L 02 Lu=0.0 Ft Conditions NDS 2015 Min Bearing Area R1=3.4 in R2=3.4 in' (1.5)DL Defl= 0.02 in Data Beam Span 5.0 ft Reaction 1 LL 1313# Reaction 2 LL 1313# Beam Wt per ft 7.87# Reaction 1 TL 2120# Reaction 2 TL 2120# Bm Wt Included 39# Maximum V 2120# Max Moment 2650 W Max V(Reduced) 1466# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 49.91 32.38 0.04 0.02 Critical 29.44 12.22 0.25 0.17 Status OK OK OK OK Ratio 59% 38% 15% 12% Fb(psi) Fv(psi) E(psi x mil) Fc L (psi) Values 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:525 Uniform TL: 840 =A [ Uniform Load A R 1 =2120 R2=2120 SPAN=5FT Uniform and partial uniform loads are Ibs per lineal ft. t7 I :� PLAN 2514 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 RB-2 Date: 10/24/16 Selection 4x 10 DF-L#2 Lu=0.0 Ft Conditions NDS 2015 Min Bearing Area R1=3.4 in2 R2=3.4 in (1.5)DL Defl= 0.02 in Data Beam Span 5.0 ft Reaction 1 LL 1313# Reaction 2 LL 1313# Beam Wt per ft 7.87# Reaction 1 TL 2120# Reaction 2 TL 2120# Bm Wt Included 39# Maximum V 2120# Max Moment 2650'# Max V(Reduced) 1466# 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 0.04 0.02 Critical 29.44 12.22 0.25 0.17 Status OK OK OK OK Ratio 59% 38% 15% 12% Fb(psi) Fv psi) E(psi x mil Fc Upsi) Values 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:525 Uniform TL: 840 =A Uniform Load A J 0 R1 =2120 R2=2120 SPAN=5 FT Uniform and partial uniform loads are Ibs per lineal ft. 3, r, PLAN 2514 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 B-1 Date: 10/24/16 le 'on 3-1/8x 9 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2015 Min Bearing Area R1=6.6 in2 R2=6.6 in (1 5) DL Defl= 0.06 in Recom Cambe-0.10 in Data Beam Span 6.0 ft Reaction 1 LL 2775# Reaction 2 LL 2775# Beam Wt per ft 6.83# Reaction 1 TL 4281 # Reaction 2 TL 4281 # Bm Wt Included 41 # Maximum V 4281 # Max Moment 6421 '# Max V(Reduced) 3210# TL Max Defl L/240 TL Actual Defl L/504 LL Max Defl L/360 LL Actual Defl L/914 Attributes Section in' Shear in' TL Defl in LL Defl Actual 42.19 28.13 0.14 0.08 Critical 32.10 20.06 0.30 0.20 Status OK OK OK OK Ratio 76% 71% 48% 39% Fb(psi) Fv(psi) E(psi x mil Fc I (psi) Values Reference Values 2400 240 1.8 650 Ad'usted 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:925 Uniform TL: 1420 =A Uniform Load A Z\ R1 =4281 R2=4281 SPAN=6FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 2514 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 B-2 Date: 10/24/16 Selection 3-1/Sx 9 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2015 Min Bearing Area R1=5.6 in R2=2.6 in (1.5) DL Defl= 0.02 in Recom Cambe-0.03 in Data Beam Span 5.0 ft Reaction 1 LL 2423# Reaction 2 LL 1215# Beam Wt per ft 6.83# Reaction 1 TL 3666# Reaction 2 TL 1658# Bm Wt Included 34# Maximum V 3666# Max Moment 3013'# Max V(Reduced) 2633# TL Max Defl L/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(iri') Shear(in') TL Defl(in) LL Defl Actual 42.19 28.13 0.05 0.03 Critical 15.07 16.46 0.25 0.17 Status OK OK OK OK Ratio 36% 59% 19% 17% Fb(psi) Fv(psi) E(psi x mil Fc (psi) Values Reference Values 2400 240 1.8 650 Adiusted Values 2400 240 1.8 650 Adiustments 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 - CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Point LL Point TL Distance Par Unif LL Par Unif TL Start End 1313 B=2120 1.0 885 H= 1370 0 1.0 360 1=450 1.0 5.0 Pt loads: R1 =3666 R2= 1658 SPAN=5FT Uniform and partial uniform loads are Ibs per lineal ft. PLAN 2514 BeamChek v2016 licensed to:Nash Jones Anderson Architects Reg#6464-622 GB-1 Date: 10/24/16 Selection 5-1/8x 19-1/2 GLB 24F-V4 DF/DF Lu=0.0 Ft Conditions NDS 2015 Min Bearing Area R1=17.6 in R2= 13.9 in (1.5)DL Defl= 0.19 in Recom Camber-0.28 in Data Beam Span 16.0 ft Reaction 1 LL 7544# Reaction 2 LL 6185# Beam Wt per ft 24.28# Reaction 1 TL 11440# Reaction 2 TL 9053# Bm Wt Included 389# Maximum V 11440# Max Moment 46400'# Max V(Reduced) 9093# TL Max Defl L/240 TL Actual Defl L/440 LL Max Defl L/360 LL Actual Defl L/769 Attributes Section in' Shear(in') TL_Defl LL Defl Actual 324.80 99.94 0.44 0.25 Critical 237.01 56.83 0.80 0.53 Status OK OK OK OK Ratio 73% 57% 55% 47% Fb(psi)_ Fv(psi)_ E(psi x mil) Fc-L(psi Values Reference Values 2400 240 1.8 650 Ad'usted Values 2349 240 1.8 650 Adjustments Cv Volume 0.979 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 Point LL Point TL Distance Par Unif LL Par Unif TL Start End 1313 B=2120 2.5 925 H= 1420 0 2.5 1313 C=2120 7.5 400 1=500 2.5 7.5 1838 D=2964 10.0 925 K= 1420 7.5 10.0 440 L=550 10.0 16.0 L K- I H Pt loads: © © [Dj 0 R1 = 11440 R2=9053 SPAN= 16 FT Uniform and partial uniform loads are lbs per lineal ft. I— NASH-ASSOCIATES WIND AND SEISMIG DESIGN DATA PROJECT: - A R C}1 I T EC.'r s PER 2015 I BG DATE:._ NAME: WIND DESIGN GRITERIA DESIGN PER ASCE 1-10 I. NOMINAL/ULTIMATE WIND SPEED V/asd /Vult 85/110 mph 2. RISK CATEGORY II 1.00 3. WIND EXPOSURE CATE60RY "B" 4. INTERNAL PRE55URE COEFFICIENT +/-55 5. COMPONENTS AND CLADDING DESIGN PRESSURE +/- 16 psf BUILDINGS,STRUCTURES,AND PARTS THEREOF SHALL BE DESIGNED AND CONSTRUCTED IN ACCORDANCE WITH STRENGTH DESIGN,LOAD,AND RESISTANCE FACTOR DESIGN, ALLOWABLE 5TRE55 DE516N,EMPIRICAL DESIGN OR GONVENTIONAL GON5TRUGTION METHODS, AS PERMITTED BY THE APPLIGABLE MATERIAL CHAPTER, SECTION 1604.1 BUILDINGS, 5TRUGTURE5, AND PARTS THEREOF,SHALL BE DESIGNED TO WITHSTAND WIND LOADS A5 DEFINED IN 5EGTION 16Ocl AND A5GE 1-10 IMPLIFIED METHOD TO BE USED FOR WIND DESIGN PER A5CE 1-10,5EGTION 21.5 (BUILDIN(5 HEIGHT 15 LE55 THAN 160 FEET) 110 MPH ULTIMATE WIND SPEED USE Iqb P5F PER TABLE 21.6.1 "EXPOSURE B" WOOD DESIGN PER SECTIONS 2304-2306.STRUCTURES U51NG WOOD SHEAR WALLS AND DIAPHRAGMS TO RE515T WIND,5EI5MIG, AND ALL OTHER LATERAL. LOADS SHALL BE DESIGNED AND CONSTRUCTED IN AGGORDANGE WITH AF 4 PA 5DPW5 AND PROVISIONS OF SECTIONS 2505-2506 5E15MIG DESIGN DATA DESIGN PER ASGE 1-10/5EGTION 1615 I. SEISMIC IMPORTANCE FACTOR le 1.00 2. SHORT PERIOD ACCELERATION 55 166 *see footnote at bottom of pogo 3. 1 SECOND ACCELERATION SI 0.748 'see footnote at bottom of page 4.517E CIA% D(default class per IBC) 5.SPECTRAL RESPONSE COEFFICIENT 5oe OAl2 *see footnote at bottom of page 6.SPECTRAL RESPONSE COEFFICIENT 501 0.74✓') *see footnote at bottom of page 1.SEISMIC. DESIGN CATEGORY D 8.SEISMIC FORGE RESISTING SYSTEM PLYWOOD SHEAR WALLS q.DE516N BASE SHEAR (see seismic calculations) 10. SEISMIC, RESPONSE COEFFICIENT Cs 0.15 II. RESPONSE MODIFICATION FACTOR R 65 12. ANALY515 PROCEDURE EQUIVALENT LATERAL FORGE 15. RISK CATEGORY 11 THE ANCHORAGE OF WALLS SUPPORTING CONSTRUCTION SHALL BE BE DESIGNED IN ACCORDANCE WITH ASCE 1-10,SECTION 12.112 IN STRUGTURE5 ASSIGNED TO SEISMIC.DESIGN CATEGORY C-F,COLLECTOR ELEMENTS AND THEIR GONNECTION5 TO VERTICAL ELEMENTS SHALL BE DESIGNED TO RESIST MAXIMUM EFFECTS AS SPECIFIED IN A5CE 1-10,SECTION 12.10.2.1 BASE SHEAR V= (F 5DS/W W ANCHOR BOLTS, 5/8" VIA X 10",A501 OR BETTER W/1" MIN. EMBEDMENT.V= 1104#/BOLT " PER US&S,THE MAXIMUM SI IN THE STATE OF WA5HIN6TON 15 0.148. ALL SEISMIC DESIGN VALUES USED IN THIS ANALYSIS ARE BASED UPON THIS NUMBER. SINGE 51 15 LESS THAN 0.-15,THEN USE 5E15MIC CATEGORY D IF R15K GATE60RY 15 I, 11,OR III 8003 118th AVE NE Kirkland, WA 96033 (425) 826-4117 WWW.NASH—ARCHITECTS.COM , i , Hill ❑ ❑ , a_ Hill 0. w g i i i I i i i i i i � � N S Q � k V S � N V k N N � N 9 ' �s M .. 1 1 v ^ � v Q V13) o LATERAL CALCULATIONS CLIENT: NASHL&MOCIAM PROJECT: WIND WORIGSHEET ri r I i i i 1 CT S DATE:_ 65 MPHA10 MPH= NOMINALA&TIMATE WIND SPEED NAME- 19.6 PSF FRONT ELEVATION LEFT ELEVATION REAR ELEVATION RIGHT ELEVATION LOCATION TOTAL SHEAR FORCE (#) SHEAR UNIT SHEAR W z H z (see chart for wind pressure WALL SHEAR WALL 0 specified height) LENGTH (ft) (#/ft) TYPE 17,5xakr4, 4 37 / 3 3� 3� 5 8b Ali ?r-t 347 30 Im 9. S-arg x !Iq, 61 30167 VP (_mac Y3 �06yq xlq,614- 3u ?Ly 13 /Vl �ioka �r g.b ) C Z/ZX 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH—ARCHITECTS.COM CLIENT: rIASx eASSOCIATES SEISMIC ANALYSIS PROJECT: nitcxI rI c rs DATE: NAME: i 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 #/it 1/2" Plywood - 1.50 #/ft 1/2" Plywood - 1.50 #/ft 1/2" Plywood - 1.50 #/ft Trusses 0 24" o.c. - 1.75 #/ft Trusses ® 24" o.c. - 1.75 #/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#/1t 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#/ft Use 10.00#/ft Use 10.00#/ft Use 18.00#/ft lat do 2nd Floor Assembly: Caret / Pad - 0.50#/ft Hardwood - 2.50#/ft 3/4' T&G Plywood - 2.50#/ft 3/4" T&G Plywood - 2.50#/ft 2x10 ® 16" o.c. - 2.30#/ft 2x10 �9 16' o.c. - 2.30#/ft 1/2" GWB Ceiling - 2.00#/ft 1/2" GWB Ceiling - 2.00#/ft Total 7.30#/It Total 9.30#/ft Use 10.00#/ft Use 10.00#/ft. Interior Wall Assembly: E$terior Wall 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#/1t 2x6 0 16' o.c. - 1.37 #/ft Total 5.10 #/ft R-21 Insulation - 2.10 /1t Use 8.00#/ft 1/2" GWB - 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.NASH-ARCHETECTS.COM CLIENT: W! NASH&ASSOCIATES SEISMIC ANALYSIS PROJECT: 1 � R C I I I T C I DATE: NAME: 2 SEISMIC: V = (C-) (Wdl) (plywood) 2nd Level: Roof: or (Asphalt / Cedar Shake) 10#/ft X 150 S' s1 = ('Pile) 18#/ft X sf = Exterior Walls: L x 10#/sf x 1/2 (h) /&Z X/0 k t/ (E2) Interior Walls: L x 8#/sf x 1/2 (h) / 70X(� kq S�y0 cI� TOTAL = Z�g7O 1st Level: Roof. (1st Floor Roof) 10#/ft X sf = 2nd Floor. 10#/ft X l K 3 is sf Exterior Walls: (E2) + L x 10#/sf x 1/2 (h) 13 7 7 d 6 yo0 f- /62 k-<0 .rK' j- Interior Walls.- (I o + L x 8#/sf x 1/2 (h) g 3 2 0 5Lyef + 190K0 KLf' f7 — - cI1) TOTAL — J&q 3 Cf o/ Basement: 1st Floor. 10#/ft X sf = Exterior Walls: (El) + L x 10#/sf x 1/2 (h) Interior Walls: (I1) + L x 8#/sf x 1/2 (h) TOTAL: _ 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH—ARCHITECTS.COM 7- +11NAMSH=ASSOQ CLIENT: ASSOCIATES SEISMIC ANALYSIS PROJECT: ARCI( ( fBCTS DATE: NAME: 3 BASE SHEAR: BASE SHEAR V= (F 5M/W W V= F (.972)/65= .14q LEVEL 2: WdI Z69 / # x 0.149 = y1 0 LEVEL 1: Wdl 3t0r�y/ # x 0.149 = S-' W Z TOTAL Wdl 3r -/ # x 0.149 = �� y 2 (V) Dead Load He' ht Moment Shear ® Stor Level (Wdl) (h (Wdl)(h) Fx = [(Wdl)(h)TV Remarks (Wdl)(h) z N clg�lrZ y�iu, 7��ti1 S 37 36 y 3 ) 0 tf S, Z. O.5- Total 63, 8003 118th AVE NE Kirkland, WA 98033 (426) 828-4117 WWW.NASH-ARCHITECTS.COM NASH-ASSOCIATES CLIENT. SEISMIC ANALYSIS PROJECT_ DATE: NAME: 4 W� s n O0W �, s sO x x o M s N F x kn ywv M O� Qs .s- x � M A a zwo �cdpq � N r, N .J cam+ ti• �, cN W - a 1 N e N Q co 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 ___ WWW,N.ASH-AECHITEQMCOM Ij _I NA 1%( H I I'I' .C'fS o(:IA S CLIENT: \ SEISMIC ANALYSIS PROJECT:: DATE: NAME: 5 Redundancv Factor (p): 1. Maximum allowable wall shear for p<=1 Vumax = (2)(Vaccstory)/Ab 1/2 2. Maximum actual shear Vmax = Largest seismic wall shear 3. p = 2-[2(Vaccstory)/(Vumax)(Ab 1/2) Z �C4cL( t � LA1 39-7 o�L 6D 0 � 8003 118th AVE NE Kirkland, WA 98033 (425) 828-4117 WWW.NASH-ARCHITECTS.COM i START LAYOUT 18"Floor Trusse 24"O.C. PLUMBING DROPS 35.00-W 4 00 00 $ $ $ $ 12-00-M 0 FT 1 _ FT 5) FTC 1 d3)— 0 0 0' 0 o O o> PS 7 TC Z01 0 0 I') 9-10-00 o t2 J O o 3 0 0 o _ _T07 STAIR CASE o 0 4o 2 13 TO EARII FT1 5 r 5 N 2 ,_"I -0 -00 Tma 9 Ne Sed S oI GARAGE 3-oo-ao V� — — GIRDER BELOW WINDOW HEADER 4x10 DF#2-ON (�1-L1NE FFtAN11NG 12-00-00 c? N 1s-aa-00 5-00-00 11-00-00 35-00-00 HANGER SCHEDULE: LUS46--- ---03 THA422--------03 Received JAN 0 4 2Q17-- V►L�Z PRQ$uild 208n-ton,67t Ave NE 82 ulls r`nl'Ixcs rl\:Eau nx\.r.ul osli In<:�n J„ieo.a i„dr,.Innl nd,w., Arlington.OVA 9R223 o'pl d,i l,cn cl Ins bu,l11 h. di";", Se.Ilic Fhmie: 1-36U-925-d15S �xltl „n._,��, ..,�. „J.�I�:J LGI Homes 2016 a'Pxo °:`rtl;','I ' "ol ae C< rlxr I Jic i '"aup lur i.�ic NJu,c'lin rca..cr Iw rrll+^nJ.nlu n :ic,punilililx Nic Gregory Park 2514 A,B floor ''Shriniwas Kulkarn 81605532E u,unca� Ilic Tnor 1'I.ic Itili y�Y�[)P.iiihm'I)ir \latlirmn 1\1 3�lii x MiTek MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: B1605532F2 B1605532F2 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: K2584342 thru K2584361 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. tAING 2fI WAS/.�� �G P ,p 54074 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. I Job Truss Truss type Qty Ply B1605b__.-2 K2584342 B16055321`2 FT01 GABLE 1 1 112�eference Vona} PrOBuild Arlington Arlington.WA 98223 7 640 s Sep 29 2015 MiTek Industries-Inc- Wed Nov 16 08:47:12 2016 Page 1 ID jXxVT_LPoiPFwbH2O0CFElyJMyR-GPWRaOum2pWHptOrioSLdgkkhd752OQ5H61 Gfzyledz 0-H8 Scale=1:328 3x4 1 2 3 4 b 8 7 8 9 10 11 2 0 0 22 21 20 19 18 17 16 15 14 13 12 3x4 = 3x4 r 1� 11• %••L 4 -0 1&it-4 1-11- 2d 17.114 19•,'}•Q� 2-0-0. 2-o-0 1-3-12 Plate Olfse-(;8MY)— 1210-t-8.0-1!a LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 11/dell Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.16 Vert(LL) n/a n/a 999 MT20 185/148 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 nla BCDL 5.0 Code IBC2015/TP12014 (Matrix) Weight:63 Ib 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 19-3-0• (lb)- Max Grav All reactions 250 lb or less atjoinl(s)22,12,21,20,19,18,17,16,15,14,13 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. 7)CAUTION,Do not erect truss backwards. QWNG 2 P WA o to o� 54074 q� ok FGIsTrue �ss�ONAL 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 Mire k is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSlITP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Awwrndna,VA 22314, Corona.CA 92680 Job Truss Trust i ype oly Ply BI605:,__,-2 K2584343 B1605532F2 FT02 Floor 12 1 MR le 1 ProBuild Arlington. Arlinglon,WA 98223 7 640 s Sep 29 2015 MiTek Industries.Inc Wed Nov 16 08:47:13 2016 Page 1 ID:jXxVT_LPoiPFwbH2O0CFElyJMyR-kb4pnMuOp7e8R1?1GVzaAuHnBOFgnfNEWrnnpBPytedy 0-1-8 H` 260 i _9:9 O� Scale=1:32 8 2x4 2x4 = 4x8= 2x4 II 3x4= 2x4 II 3x4= 2x4 II 4x8 = 3x4 II 1 2 3 4 5 b 7 8 9 a o 14 13 12 11 1 3x8= 4x10= 2x4 3x4= 4x10= 3x8= 19. Plate Offots tx-Y1- ta:o-�a.�ds�l{s:a�.a:aa p�:a�a.EaaeJ.l� 4 LB.Estasl [1ff.:Q -e-a�Gl 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 0.68 Vert(LL) -0.33 11-12 >695 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.96 Vert(CT) -0.48 11-12 >476 240 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.09 10 n/a n/a BCDL 5.0 Code IBC2015/TP12014 (Matrix) Weight:79lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-1-5 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 2-2-0 oc bracing- REACTIONS. (lb/size) 15=1039/0-5-8,10=1045/0-2-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2905/0,3-4=-2905/0,4-5=-3565/0,5-6=-3565/0,6-7=-2915/0,7-8=-2915/0 BOT CHORD 14-15=0/1747,13-14=0/3565,12-13=0/3565,11-12=0/3515,10-11=0/1755 WEBS 2-15=-1967/0,2-14=0/1313,3-14=-27410,4-14=-885/0,8-10=-1981/0,8-11=0/1316, 6-11=-681/0,6-12=-268/415 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)10. 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. pµING IN_ "t�-�P' W►qs �O O 54074 w� Off, �G/STE�� ' �Ss�ONAL �G 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 truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with passible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery;erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Sl reel,Suita 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss i ype City Ply 81605:,--.2 K2584344 316055321`2 FT03 Floor 5 1 Job RBWronce a bona iProBuild Arlington, Arlington.WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:47:13 2016 Page 1 ID jXxVT_LPoiPFwbH2O0CFElyJMyR-kb4pnMuOp7e8R1?1 GVzaAuHnVOEInhIEWmnpBPyledy 0-1-8 H 1 11� 0 Ole=1:31 6 2x4 2x4 = 4x8= 2x4 3x4= 2x4 II 3x6= 2x4 3x4= 6x6= 1 2 3 4 5 6 7 8 9 1 0 14 13 12 11 10 3x6= 4x8= 2x4 3x4= 4x8= 2x4 t 17.10.0 17.1Q•O 0.3. Plate Offsets(X.Y1— 14:0 LQ EQg�I-I5:0 1 8.0 0 O1 j9 1-6 Edne1.f 10:0 1 ES19 J []2.0.1•S.Edq�.I13:0.1.8-Edge j1B:0 1 8.4 1 O1 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 0.66 Vert(LL) -0.31 11-12 >683 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.96 Vert(CT) -0.42 11-12 >498 240 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(CT) 0.02 9 n/a n/a BCDL 510 Code IBC2015ITP12014 (Matrix) Weight:76 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 2-2-0 oc bracing. REACTIONS. (lb/size) 15=964/0-5-8,9=971/0-3-0 FORCES. (lb)-Max.Comp./Max-Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2634/0,3-4=-2634/0,4-5=-3099/0,5-6=-3099/0,6-7=-1589/0,7-8=-1575/0, 8-9=-1579/0 BOT CHORD 1 4-1 5=011 606,13-14=0/3099,12-13=0/3099,11-12=0/2610 WEBS 9-11=0/1772,6-11=-1150/0,6-12=0/770,2-15=-1808/0,2-14=0/1166,3-14=-305/12, 4-14=-781/0 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(0A 31"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- ,P0vt1NG l� �- g wnsr�c O 0 co ox ro�0 ,pe 54074� Q� r►1STBR �SS�GNAL�NG November 17,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a(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 Mire 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 BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N,Lee Street,Sui11:312,Alexandria,VA 22314. Corona,CA 92880 i Job 7FT04 rlcruss T1uss type City Ply B1605b _.-2 B1605532F2 Floor 3 1 Job Ratoraa o uoelal K2584345 PrOBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:47:14 2016 Page 1 ID JXxVT_LPoiPFwbH2O0CFEIyJMyR-CodB?ivOaQm?2AaDpDUpi5pyBOaRW7jOkQWNjsyledx 0-1-8 H f Z" -- 2-a° 0-H6 Scale=1-30 8 2x4 2x4 2x4 — 48— 2x4 3x4 — 3x6= 2x4 4x8= 2x4 = 1 2 3 4 5 6 7 8 1 16 0 o � a5 13 12 11 10 3x6= 4x8= 2x4 11 3x4 4xB= 3x6= 18.1� _plate Offsets — 8 Edget 1110.1.8 EdaeJ II&G-1-8.0-1-01-t16:0-1-8,0.1-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) -0.30 10-11 >721 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 1.00 Vert(CT) -0.38 10-11 >565 240 BCLL 0.0 Rep Stress Incr YES WB 0,70 Horz(CT) 0.07 9 n/a n/a BCDL 5.0 Code IBC2015fTP12014 (Matrix) Weight:74 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. REACTIONS. (lb/size) 14=977/0-5-8,9=977/0-3-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2681/0,3-4=-2681/0,4-5=-3173/0,5-6=-2684/0,6-7=-2684/0 BOT CHORD 13-14=0/1630,12-13=013173,11-12=0/3173,10-11=0/3173,9-10=0/1630 WEBS 2-14=-1835/0,2-13=0/1193,3-13=-303/9,4-13=-805/0,7-9=-1834/0,7-10=0/1196, 6-10=-308/5,5-10=-801/0 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. �t,)LING 2 WAS O y •0� 54074 14� fit' RGIS't�•�� NAL ENG November 17,2016 A WARNING-Verify 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 HN building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Add'dional temporary and permanent bracing Mire is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see 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 IT usa i ype 011 Ply 81605�__r2 K2584346 B16055321`2 FT05 Floor Supported Gable 1 1 ProBuild Arlington, Arlington.WA 98223 7.640 s Sep 29 2015 MiTek Industries.Inc. Wed Nov 16 08:47.15 2016 Page 1 ID:jXxVT_LPoiPFwbH2O0CFElyJMyR-h_BZC1weLkusgK9QNw?2FJMDLg9nFk8Xz4GwFlyledw 0-H8 0-H8 Scale=1:30 8 1 2 3 A 6 6 7 8 9 10 2 22 o 0 b 16 v ti 20 19 18 17 16 15 14 13 12 11 3x4= 3x4= 1 1-11•A 1 3-1t-0 S•11-0 } 7.11.4 9•t l•4 1 11.11.4 13.1 t•4 15.11.4 1ffi1.8 1 /•11-0 2-0-0 2-0-0 9-0-0 7-0-0 -0-0 -0-0 VJA—JAA 1 41.f22:al-a.a1-91 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (1oc) 1/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.26 Vert(LL) n/a 1 999 MT20 185/148 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 11 n/a n/a BCDL 5.0 Code IBC2015/TP12014 (Matrix) Weight:59 lb FT=2111%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 18-1-8. (lb)- Max Grav All reactions 250 lb or less at joint(s)20,11,19,18,17,16,15,14,13,12 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. `DOMING 2 WAS O V0� 54074 �� O FOl5 s`srONAL November 17,2016 ®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,not a truss system,Before use,the building designer must verify the applicability of design parameters and properly incorporate this 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 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-69 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 Truse t ype Qly iPly 81605c__,2 K2584347 81605532F2 FT06 GABLE 1 1 Job R fer ProBuild Arlington. Arlington WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 OB 47:15 2016 Page 1 ID:jXxVT_LPoiPFwbH2O0CFElyJMyR-h_BZC1weLkusgK9GNw?2FJMFpg9XFk9Xz4GwFlyledw Ox6 Scale=1:35.3 3x4 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 0 26L:L; 0 u5 � 25 24 23 22 21 20 19 18 17 16 15 14 3x4 3x4 — 3x4— 3x6 FP= 2418 _jy},8 b fie 1a&8 12-A.8 14 H 8 to jH}}_ 168 8 2 aka of 2 ao I 2.D�Q I 2 0 o i 2 ao i Z e e z q� 2.a�z-o.e Plate Olffaelf}•(gY)-- j1:Edg6.0.1.8)�[i3:U-1.8 ,�qel-f, 25:Ed9e 0.1-81� • 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) n/a n/a 999 MT20 185/148 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 14 n/a n/a BCDL 5.0 Code IBC2015/TP12014 (Matrix) Weight:68 Ib 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(Flal) 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 20-8-8. (Ib)- Max Grav All reactions 250 Ito or less at joint(s)25,14,24,23,22,21,20,19,18,17,16,15 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. 7)CAUTION,Do not erect truss backwards �OMjNG 2� �- WA 0 0 54074sy� EGIS'n �sS�oNALE�G, 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 truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into 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 wdh 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,Suita 312,Alexandria,VA 22314, Corona,CA 92880 Job Truss Truss t ype Qty Ply B1605:_­2 K2584346 B1605532F2 FT07 Floor 6 1 b Reference I ProBuild Arlington Arlington.WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:47:16 2016 Page 1 ID:jXxVT_LPoiPFwbH2O0CFElyJMyR-9AIyPNxH620jIUkcxd WHnWvGkElj_YgCk?Tokyledv 2$0 I 1-11� 0*8 Scale=1:35 3 2x4 II 3x4 4x8= 2x4 11 3x4= 3x4 11 3x6= 3x6 FP= 2x4 11 4x8 = 2x4= 1 2 3 4 5 6 7 8 9 10 0 16 0 7 16 15 14 13 12 11 3x8 = 4x10 = 3x12 MT18H FP— 3x6— 3x4 400= 3x8= 2x4 SP= 2M1bA r 20.8.8 Plate Offsets(X-Y1-- ,lEdge,al-81,11ID&J-a.Edaef tis a�-say-91 LOADING(psO SPACING- 2-0-0 CSI. DEFL. in (loc) /deft Ltd PLATES GRIP TCLL 40.0 Plate Grip DOL 1 00 TC 0.79 Vert(LL) -0.51 14-16 >485 360 MT20 185/148 TCDL 100 Lumber DOL 1,00 BC 0.88 Vert(CT) -0.69 14-16 >354 240 MT18H 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(CT) 0.08 11 n/a nla BCDL 5.0 Code IBC2015/TP12014 (Matrlx) Weight:92 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 DF 1800F 1.6E(flat)`Except` TOP CHORD Structural wood sheathing directly applied or 5-9-13 oc purlins, except 7-10:2x4 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. 11-15:2x4 DF 240OF 2.OE(flat) WEBS 2x4 HF Stud/Std(flat) REACTIONS. (lb/size) 17=112510-2-8,11=1119/0-5-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3221/0,3-4=-3221/0,4-5=-4111/0,5-6=-4111/0,6-7=-3189/0,7-8=-3189/0, 8-9=-3189/0 BOT CHORD 16-17=0/1911,15-16=0/3962,14-15=0/3962,13-14=0/4111,12-13=0/4111,11-12=0/1899 WEBS 2-17=-2158/0,2-16=0/1486,4-16=-841/0,4-14=-199/600,9-11=-2138/0,9-12=0/1464, 6-12=-280/48,6-12=-1237/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)The Fabrication Tolerance at joint 15=11% 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)17. 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 3-1 Old(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. �pMING 2 -� WA 0 Ir 0 A�� aisr�� NALENG` 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 truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall IY��lVn• 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 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 Street,SuitNf 312,Alexandria.VA 22314. Corona,CA 92880 Job Truss Truss type Oty Ply 81605�__,2 K2584349 B1605532F2 FT08 Floor 1 1 Job Referonca o onaf ProBuild Arlington Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries.Inc Wed Nov 16 08:47 16 2016 Page 1 ID:IXxVT_LPoiPFwbH2O0CFElyJMyR-gAlyPNxH620j IUkcxd WHn WvDbEGE_zbgCk?Tokyledv F_ 2$0 ( t_11-1� 1� 48 Scale=1 38 8 3.4= 2x4 20= 3x4 4xB= 2x4 3x4= 2x4 3x6= 3x6 FP= 4x10 = 3x4 2x4= 1 2 3 4 5 6 7 B 9 10 11 o 21 0 m �n 20 19 18 17 16 15 14 13 12 3x8= 4x10 = 3x12 MT18H FP= 3x4= 3x4 11 400 = 410= 2x4 r 2MS-12 22:8.8 r 20-S-1<2 2.2.12 Plate Q(fsels lX.Y) - J,H Ik1-8.Edge@],(120 1.8.Edgej-08.0-1-8.Edgej 12.0.0.1-8.0-1-OL 121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.99 Vert(LL) -0.51 16-18 >482 360 MT20 185/148 TCDL 10.0 Lumber COL 1.00 BC 0.98 Vert(CT) -0,69 16-18 >352 240 MT18H 220/195 BCLL 0.0 Rep Stress Incr NO WB 0.93 Horz(CT) 0-07 13 n/a n/a BCDL 5.0 Code IBC2015ITP12014 (Matrix) Weight:101 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 5-8-12 oc purlins, except 8-11:2x4 HF No.2(flat) end verticals. BOT CHORD 2x4 DF 1800F 1.6E(flal)"Except' BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, 12-17:2x4 DF 240OF 2.OE(flat) Except: WEBS 2x4 HF Stud/Std(flat) 6-0-0 oc bracing:13-14. REACTIONS. (lb/size) 19=1050/0-2-8,13=2098/0-5-8 Max Grav 19=1100(LC 3),13=2098(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3127/0,3-4=-3 1 2 710,4-5=-3912/0,5-6=-3912/0,6-7=-2947/0,7-8=-2947/0, 8-9=-2947/0,9-10=0/942,1 0-1 1=019 3 8 BOT CHORD 18-19=0/1864,17-18=0/3819,16-17=0/3819,15-16=0/3912,14-15=0/3912, 13-14=-388/1638 WEBS 10-13=-418/0,2-19=-2104/0,2-1 8=011 434,4-18=-765/0,4-16=-400/532,9-13=-2155/0, 9-14=0/1592,7-14=-284/57,6-14=-1452/0,6-15=-38/271,11-13=-1129/0 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)19. 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. DOMING 2 LOAD CASE(S) Standard W �40 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 r�+C Uniform Loads(plf) �� Vert:12-19=-10,1-10=-100,10-11=-220 � Concentrated Loads(Ib) Vert:11=-440 �A �g1STEli� �sS�ONAL�NG November 17,2016 ,&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 or individual truss web and/or chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1I 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 Truss type City Ply B1605—,2 K2584350 61605532F2 FT09 Floor 2 1 Job 1 Relo •a(olgWiniall ProBuild Arlington. Arlington.WA 98223 7 640 s Sep 29 2015 MiTek Industries.Inc. Wed Nov 16 08:47:17 2016 Page 1 ID:jXxVT_LPoiPFwbH2O0CFElyJMyR-dMJKdjxvtL8aveloVL2WKkRRwedDjQjgQ011 KByledu 2-6.0-'� 1-11-12 1-10-4 -48 Scale=1:38 8 3x4= 2x4 2x4= 3x4 4x8= 2x4 11 3x4= 2x4 11 3x6= 3x6 FP= 4x10 = 3x4 2x4 = 1 2 3 4 5 6 7 0 9 10 11 0 21 0 m 20 19 18 17 16 15 14 13 12 3x8= 4x10 = 3x12 MT18H FP= 3x4= 3x4 11 4x10 = 4x10= 2x4 r 20-S.1 2243.8 r 20.5.12 2r-2 12 Plate Offwts fX-YI— 11:EQge 0-i 81,(5�0 1_��gpgj j]L�B.Edq�J.112:0-1.8_Edael. 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 83 Vert(LL) -0.46 16-18 >531 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 093 Vert(CT) -0.63 16-18 >387 240 MT18H 220/195 BCLL 0.0 Rep Stress Incr NO WB 094 Horz(CT) 0.07 13 n/a n/a BCDL 5.0 Code IBC2015/TP12014 (Matrix) Weight:101 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 DF 240OF 2.OE(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, 12-17:2x4 DF 240OF 2.OE(flat) Except: WEBS 2x4 HF Stud/Std(flat) 6-0-0 oc bracing:13-14. REACTIONS. (lb/size) 19=1041/0-2-8,13=2083/0-5-8 Max Grav 19=1097(LC 3),13=2083(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3117/0,3-4=-3117/0,4-5=-388910,5-6=-3889/0,6-7=-2919/6,7-8=-2919/6, 8-9=-2919/6,9-10=0/1106,10-11=0/1105 BOT CHORD 18-19=0/1857,17-18=0/3807,16-17=0/3807,15-16=0/3889,14-15=0/3889, 13-14=-507/1606 WEBS 10-13=-268/0,2-19=-2097/0,2-18=011429,4-18=-783/0,4-16=-441/527,9-13=-2207/0, 9-14=0/1604,7-14=-285/74,6-14=-1481/0,1 1-1 3=-1 32910 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)19. 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. `POWNG 2 LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:12-19=-10,1-11=-100 y Concentrated Loads(lb) Vert:11=-660 �dp+ ,� 54074 Oa �.� !�G!$7EgG �SSrONAL �G` November 17,2016 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-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 of design parameters and properly incorporate this design into 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 Slreel,Suih:312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss type oty Ply B1605;.�-..2 K2584351 B16055321`2 FT10 Floor 1 1 b�tefere(_1ce(antiorl I ProBuild Arlington. Arlington.WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:47:18 2016 Page 1 ID,jXxVT_LPoiPFwbH2O0CFElyJMyR-5Ztig3yXefGRXot_22ZItx_YS1 ymStNzf2Uasdyledt 2-6-0 11-1� Scale=1:38 8 3x4= 2x4 2x4= 3x4 48= 2x4 3x4= 2x4 3x6= 3x6 FP= 4x10 = 3x4 2x4 = 1 2 3 4 5 6 7 8 9 10 11 0 21 0 20 19 18 17 16 15 14 13 12 3x8= 410= 3x12 MT18H FP= 3x4= 3x4 400 = 4x10= 2x4 I &S-12 2D.5.12 2-2-72 Plate Offsets(X V1— 11:Edgg.O 1-81.[5:0.1-B,F,ggs LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.97 Vert(LL) -0.50 16-18 >486 360 MT20 1851148 TCDL 10.0 Lumber DOL 1.00 BC 0.97 Vert(CT) -0.69 16-18 >355 240 MT18H 220/195 BCLL 0.0 Rep Stress Incr NO WB 0.91 Horz(CT) 0.07 13 n/a n/a BCDL 5.0 Code IBC2015/TP12014 (Matrix) Weight:101 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 5-10-15 oc purlins, 8-11:2x4 HF No.2(flat) except end verticals. BOT CHORD 2x4 DF 1800F 1.6E(flat)`Except` BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, 12-17:2x4 DF 240OF 2.OE(flat) Except: WEBS 2x4 HF Stud/Std(flat) 6-0-0 oc bracing:13-14. REACTIONS. (lb/size) 19=1063/0-2-8,13=1841/0-5-8 Max Grav 19=1103(LC 3),13=1841(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3140/0,3-4=-3140/0,4-5=-3940/0,5-6=-3940/0,6-7=-2985/0,7-8=-2985/0, 8-9=-2985/0,9-10=0/780,1 0-1 1=017 79 BOT CHORD 18-19=0/1870,17-18=0/3838,16-17=0/3838,15-16=0/3940,14-15=0/3940, 13-14=-222/1684 WEBS 10-13=-267/0,2-19=-2111/0,2-18=0/1441,4-18=-793/0,4-16=-364/542,9-13=-2160/0, 9-14=0/1560,7-14=-283/58,6-14=-1412/0,6-15=-41/261,11-13=-937/0 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)19. 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. ING 2 LOAD CASE(S) Standard 1`P WA �Q 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 O Uniform Loads(plf) C>O Vert:12-19=-10,1-11=-100 h x Concentrated Loads(lb) Vert:11=-440 54074k`� c�s+SION AL ��` November 17,2016 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 Mire k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,OSB-89 and SCSI Building Component 250 King Circle Safety Information available from Truss Plate Institute,218 N-Lee Street,Suite 312,Alexandria,VA 22314. Corona.CA 92680 Job Truss Truss type Qly Ply K B1605�__r2 2584352 B1605532F2 FT11 GABLE 1 1 b R�rsr�Q o 1 I ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:47:18 2016 Page 1 ID:jXxVT_LPoiPFwbH2O0CFElyJMyR-5Ztig3yXefGRXot_22ZItx_IB1 BLS5vzf2Uasdyledl Scale=121 6 3x4 11 3x4 t 2 3 4 5 6 7 8 0 6 16 15 14 13 12 11 10 9 3x4 II 3x4 ( t•10.8 I 3.10.5 1 5.10.8 7-MA 9•�.R 11 t0.8 /�.5•t9 1•YO.B 2-0-0 2 611 2-0-0 0 { n —EIllff8els[X.VI f1:Edae_U•1-81ldge-0.1&1 2ao o-w-4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ltd PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.16 Vert(LL) n/a n/a 999 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.04 Veft(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/TP12014 (Matrix) Weight:44 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/Sld(flat) B0T CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud/Std(flat) REACTIONS. All bearings 12-8-12. (lb)- Max Grav All reactions 250 lb or less at joints)16,9,15,14,13,12,11.10 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, iePp tAING Z� -WAS/,U c O TO 54074� q,4 ,t+ CISTrae �ss�ONAL EtNG1 November 17,2016 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.1010312015 BEFORE USE. Design valet Mt use only with KbTal connectors This design is based only upon parameters shown and is for an individual building component,not a lruss aystem Before use.the building designer must verity the applicablFry of design pammelers and property V40"41e this design into the overall building design Orecnp indicated is to prevent buchllrlg of Individual truss web and/or chord members only Additional temporary and permanent bracing is ahvays required for stability and to prevent collapse with possible personal injury and property damage for general guidance tegatdmg t MiTeL'he 1 R Il Ma:atloM storail debvery.bredwn and bracing of busses and truss systems,see ANSUTP11 Ouallry Gillette.058.89 and Ill 8ulldldg Component 250 Klug Circle Safely Information available!torn Truss Plate Inst111Ae.218 N.Lee Street Suite 31Z Alexandria-VA 22314. Carona,CA 92880 Job Truss T"11 t ype Qty Ply B1605:.__r2 K2584353 B1605532F2 FT12 Floor 3 1 Job Rafurellco totl0l ProBuild Arlington Arlington.WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:47,19 2016 Page 1 I D:jXxVT_LPoiP FwbH2O0C FE I yJ MyR-ZIR42Pz9Pz019yS Bcm4_P9Xrg ROXBT67ui E8O3y leds 2-8-0� 1 1.11.12 r Scale=1 21 6 3x4 3x4 = 2x4 II 2x4 II 3x4 = 3x4 1 2 3 4 5 a 0 ui 10 9 8 3x4 = 7 3x6 = 3x4= 3x6= 1249.12 12$12 P! la a Offsets(x Y1-- {1:FS�ASiA-�-S)[3:0-1.B.Eda��.(�0-7•@.¢24J-j84-1�_EdA�� (9:0-1�8-E�gj 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 0.49 Vert(LL) -0.17 9-10 >863 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.55 Vert(CT) -0.25 9-10 >591 240 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(CT) 0,03 7 n/a n/a BCDL 5.0 Code IBC2015/TP12014 (Matrix) Weight:51 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) 10=686/Mechanical,7=686/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1553/0,3-4=-1553/0,4-5=-1553/0 BOT CHORD 9-10=0/1068,8-9=0/1553,7-8=0/1068 WEBS 5-7=-1206/0,2-1 0=-1 20610,5-8=0/633,2-9=0/633 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. DMING 2 @ WAS O y O� ADO 54074 cisTr-.�s �SS�ONAL - 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 parameters and properly incorporate this design into 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 Institule,218 N.Lee Sireel,Suile 312,Alexandria.VA 22314. Corona,CA 92880 Job Truss Truss i'ype oty Ply 91605:.__-2 K2584354 B1605532F2 FT13 Floor 1 1 t o bonall ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries.Inc Wed Nov 16 08:47:19 2016 Page 1 ID:jXxVT_LPeiPFwbH2O0CFElyJMyR-ZIR42Pz9Pz019ySBcm4_P9XsRRRzBT97uiE803yleds D-3-8 Scale=1-15.4 46 I1 3x4= 2x4 11 1 2 '3 4 3x6 = 53x4 II 0 vi 9 2x4 8 73x4 3x4= 3x6= IQ�B.I 8.0.0 I 'Q 1 8 Fd4eLlB o 14se1 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1400 TC 0.44 Vert(LL) -0.06 6-7 >999 360 MT20 185/148 TCDL 10.0 Lumber DOL 1,00 BC 0,33 Vert(CT) -0.08 6-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 037 Horz(CT) 0.02 6 n/a n/a BCDL 5.0 Code IBC2015/TP12014 (Matrix) Weight:35 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) 6=414/0-3-8,1=414/0-3-0 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-566/0,2-3=-562/0,3-4=-562/0 BOT CHORD 7-8=0/562,6-7=0/562 WEBS 1-8=016 28,4-6=-628/0 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. NO 1131 Z F WA 0 Go •0� R 54074 � 11 �C1STE�� �SSf�NAL��G November 17,2016 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown_and is for an individual building component,not a truss system-Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web andror chord meths Only. Additional temporary and permanent bracing MiTek is always requited for stab"and to prevent o011apso with pesid0d,personal Injury and property datlYg6 For general guidance regarding the faixtcation,storage dotivety,erection and btading of trusses and buss systems.see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available floor Truss Plato Instiluic 218 N Lee Street.Suatl 312,Alexandria,VA 22314. Corona.CA 92880 Job Truss Trusa,ype oty Ply B1605:,--,2 K2584355 iB1605532F2 FT14 GABLE 1 1 Job Reforearice W atl ProBuild Arlington. Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries.Inc Wed Nov 16 08:47:20 2016 Page 1 ID JXxVT_LPoiPFwbH2O0CFEIyJMyR-1 x?SFI_nAG W9n51 NATbDyM33jrsiw?MG7MzhxVyledr 0-N8 0-p Scale=1:34.6 3x6= 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 2� 27 a 9 25 24 23 22 21 20 19 18 17 16 15 14 3x8= 3x6 FP= 3x6= 3x4= �a- F s z-a.o yao 2•ao aq:q__ z•ao t•aa 2•ao 2.0.0 2.ao Plate Oltlsets(X.Y)— f 13:0.1.8 _j_ J27 -1.8,Q LpI LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.28 Vert(LL) n/a n/a 999 MT20 185/148 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 14 n/a n/a BCDL 5.0 Code IBC2015ITP12014 (Matrix) Weight:70 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 20-5-8. (lb)- Max Grav All reactions 250 lb or less at joint(s)25,14,24,22,21,20,19,18,16,15,17 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. VMING sk�.g0 71 0 54074 �� �0.� FG1s7IP �ssIGNAL10 November 17,2016 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the N"nal, 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 92680 i .. Job Truss Truss ype Qty IPIy B1605S.._r2 K2584356 316055321`2 FT15 Floor 5 1 Job of al ProBuild Arlington- Arlington,WA 98223 Z640 s Sep 29 2015 MiTek Industries,Ina Wed Nov 16 08:47:20 2016 Page 1 ID:jXxVT_LPoiPFwbH2O0CFElyJMyR-1 x?SFI_nAGW9n51 NATbDyM3xgrdkwsWG7MzhxVyledr 0-1-8 [A 1 2" + b5.8 ( 1-s-0 0-,11 8 Scale=1:34.8 2x4 2x4 II 2x4 = 3x4= 3x6= 3x8= 2x4 3x4= 3x6 FP=2x4 3x6= 2x4 = 1 2 3 4 5 6 7 8 9 10 19 0 rb i 15 14 13 12 3x6= 3x10 = 3x6 FP= 3x6 = 2x4 3x8= 3x6= S5-9 t 20.5-8 6S-8 15-D-D Plate Offsets f1t`Y1=(5:0.1.8.Ed9§] (8:0.1-S.E1gg] [10 0-1.8.Edggj,j13:0.1.8.0 0 QJ,(14 0 1-B.EAag](]B:fl•1 8.0 1-0](19:0-1.8 0 i 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 0.79 Veft(LL) -0.26 12-13 >690 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 1.00 Vert(CT) -0.34 12-13 >529 240 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(CT) 0.03 11 n/a nla BCDL 5.0 Code IBC2015/TP12014 (Matrix) Weight:84 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-10-6 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. REACTIONS. (lb/size) 17=143/0-3-8,16=1302/0-3-8,11=766/0-5-8 Max Uplift 17=-54(LC 4) Max Grav 17=276(LC 8),16=1302(LC 1),11=769(LC 4) FORCES. (lb)-Max.Comp/Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-12/737,3-4=-12/737,4-5=-1853/0,5-6=-1853/0,6-7=-1928/0,7-8=-1928/0, 8-9=-1928/0 BOT CHORD 16-17=-190/294,15-16=0/938,14-15=0/938,13-14=0/1853,12-13=0/1853,11-12=0/1234 WEBS 3-1 6=-2 8 210,2-17=-327/216,2-16=-731/0,9-11=-1388/0,9-12=0/787,8-12=-328/0, 4-16=-1567/0,4-14=0/1053,5-14=-363/0 NOTES- 1)Unbalanced floor live loads have been considered for this design - 2)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 54 Ito uplift at joint 17- 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. QM(NG 2 �>�04 WASy0 0 54074 V �� O Pcrs r s�e �w sS�ONAL 8�G` November 17,2016 WARNING-Verify 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 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 Wel is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPIt 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 Ply B1605b_­2 B16055321`2 FT16 Floor 3 1 K2584357 ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries.Inc. Wed Nov 16 08-47:21 2016 Page 1 ID_jXxVT_LPoiPFwbH2O0CFElyJMyR-V8YrT5_Pxae00FcZjB6SUacDkF8bfN?QLOjETyyledq 0-3-8 H 3° h 1-7-4 —1 I—1-00 °-Ne Scale=1:26 0 2x4 II 4x6 3x4= 2x4 I 3x4= 3x4 3x4 = 2x4 3x4= 2x4 1 2 3 4 b 6 7 8 9 16 0 v5 15 14 C�K12 11 2x4 3x6= 3x6= 2x4 11 3x4 = 3x6 = & 12 Plate Offsets o-o-0I.1%04AFAys1. -11121:. 1.3.Ecig01,11sa1,g_o-1_1., LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ltd PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.33 Vert(LL) -0,04 10-11 >999 360 MT20 185/148 TCDL 10.0 Lumber DOL 1,00 BC 0.26 Vert(CT) -0.07 10-11 >999 240 BCLL 0.0 Rep Stress Incr YES WE 0.35 Horz(CT) 0.01 10 nla 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. REACTIONS. (lb/size) 10=425/0-3-8,1=347/0-3-0,13=835/0-5-8 Max Grav 10=433(LC 4),1=394(LC 8),13=835(LC 1) FORCES. (lb)-Max.Comp./Max.Ten,-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-532/0,2-3=-528/0,3-4=-528/0,6-7=-615/0,7-8=-615/0 BOT CHORD 13-14=0/433,12-13=0/615,11-12=0/615,10-11=0/597 WEBS 1-14=0/590,3-14=-287/0,4-14=0/291,4-1 3=-4 4610,8-10=-669/0,6-13=-709/0 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. 0tyytlNG zy WAS 90 0 Nr FGISTE4� NAL November 17,2016 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. �� Design vnlwl for use only wdh MrTekiO eonnactors.TRIs design is based only upon parameters snewn,and is for an individual building component,not A IfUSs system Before USe.I"building designer r wan ust ly the applicability or design parameers and properly incotporale this design Into the overall buZinq design Bracing intlicated is to irrevenl buckling of Individual truss web andtor chord members only Adddional lenryotary and permanent bracing MiTek rs always tenured for stability and to prevent collapse w4h possible personal injury and property damage For general gaidnnce regan8ng the fabrication,storage,delivery.election and bracing al Infuses and truss rysiems-Sae ANSIITPII Quality Crucifix.0SB-89 and SCSI Building Component 250 Klug Circle Safety Information available front Truss Plate insiitufo.218 N lee Street,Suite 312 Alexnndtia-VA 22314 Corona,CA 92880 Job Truss Truss I-ype Qly Ply B1605b„_r2 K2584358 B1605532F2 FT17 GABLE 1 1 ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MITek Industries.Inc Wed Nov 16 08:47:21 2016 Page 1 ID:jXxVT_LPoiPFwbH2O0CFElyJMyR-V8YrT5_PxaeOOFcZjB6SUacGSFCNfSeOLOjETyyledq Scale:314"=1' 13x4 11 2 3 4 5 63x4 I I — o lie 12 11 10 9 8 3x4 3x4 11 r alaa a.11�4 a�a� s foa i 94-� D-tn-a �.o o LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.15 Vert(LL) n/a n/a 999 MT20 185/148 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 7 n/a n/a BCDL 50 Code IBC2015/TP12014 (Matrix) Weight:31 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 HE No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 HE 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 8-4-12. (Ib)- Max Grav All reactions 250 lb or less atjoint(s)12,7,11,10,9,8 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 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �nt,A1NG 2�,- WA 0 O� .off ,p 54074w� �� Fc�s•rE�� �SS�GNAL� November 17,2016 AWARNING-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 with MiTek®connectors This design is based only upon parameters shown,and is For an individual building component.not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing �e4' is always required for stability and to prevent collapse 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 Streel,SO*312,Alexandria,VA 22314 Corona,CA 928BO i Job Truss Truss type Oly Ply B1605;,.._.-2 K2584359 B1605532F2 FT18 Floor Girder 1 1 1 ProBuild Arlington- Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc, Wed Nov 16 08:47:22 2016 Page 1 ID:jXxVT_LPoiPFwbH2O0CFElyJMyR-zKGDgR71 iuntOPBmHudhl n9GEFKGOkGZagso?Oyledp 60 I 0 Scale=1:12,4 4x6= 1 3x4 2 S 4x6= 10 4 2x4 I 9 2x4o = 0 2x4 2x4 7 6 4x8= 4x8 = t 8.5.9 &S,A PhJMOfrsets(Xyt-- ll:EdgLQA:DJ. ._5Edgeo-t-8) EB:o-i a.00-m[7a��>ada�l (B d9�at•at_ts:o-l-a-at-o) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.86 Vert(LL) -0.11 7-8 >664 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.94 Vert(CT) -0.14 7-8 >532 240 BCLL 0.0 Rep Stress Incr NO WB 0.73 HOFZ(CT) 0.02 5 n/a n/a BCDL 5 0 Code IBC2015/TPI2014 (Matrix) Weight:32 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 OF 240OF 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 OF 1800F 1.6E(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) 8=1468/0-5-8,5=1391/0-3-8 FORCES. (lb)-Max,Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-8=-308/0,5-9=-308/0,4-9=-308/0,2-3=-2238/0 BOT CHORD 7-8=0/2238,6-7=0/2238,5-6=0/2238 WEBS 3-5=-2501/0,2-8=-2514/0,2-7=-353/163,3-6=-129/384 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)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:5-8=-10,1-4=-220 Concentrated Loads(Ib) Vert:2=-1208 10=-237 oWNc z OF WA y40 rO�p ,P 54074 °1 �OISTER� � NAL��G` November 17,2016 Q 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 NOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSO-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suilla 312,Alexandria,VA 22314. Corona,CA 928BO Job Truss Truss type Qly Ply B16055--2 K2584360 81605532F2 PT02 FLOOR GIRDER 1 1 b q ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:47:22 2016 Page 1 ID:jXxVT_LPoiPFwbH2O0CFElyJMyR-zK6DgR?1 iunlOPBmHudhl n9H3fLwOkLZagSo?Oyledp r 2.0,0 3x6 6x6 6x6_ 3x6 I I Scale=1:11.1 - — 1 9 2 3 10 4 "i 2x4 II 2x4 II 7 6 4x10= 4x10 = K-4.0 5.9.0 Plate 011ARts I9-Y) I5:Edq&o-1&13:0-11-8 Q-0.01, Z 0-1�s Edsel is-Edge a11-811 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.80 Vert(LL) -0.06 7-8 >999 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.89 Vert(CT) -0.08 7-8 >848 240 BCLL 0.0 Rep Stress Incr NO WB 0.72 Horz(CT) 0.02 5 n/a n/a BCDL 5.0 Code IBC2015/TP12014 (Matrix) Weight:33 lb FT=20%F,11°%E LUMBER- BRACING- TOP CHORD 2x4 DF 180OF 1.6E(flat) TOP CHORD Structural wood sheathing directly applied or 5-9-0 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) 8=168610-5-8,5=1559/0-3-8 Max Grav 8=1700(LC 4),5=1588(LC 4) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-8=-463/0,4-5=-364/0,2-3=-2532/0 BOT CHORD 7-8=0/2532,6-7=0/2532,5-6=0/2532 WEBS 2-8=-2815/0,3-5=-2815/0 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 3-1 Od(0 131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)661 lb down at 1-5-8,and 621 lb down at 2-5-8,and 666 Ito down at 4-5-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 5)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:5-8=-10,1-4=-100 PONIING Zy Concentrated Loads(lb) WAS �p Vert:2=-880(B=-586)9=-880(B=-586)1 0=-880(B=-586) O r IS0 i�4� �V �sS�GNAL LNG` November 17"1, 16 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 or design parameters and properly incorporate this design into the overall KI 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 Cifcle Safety Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss,ype Oty Ply B1605�__.2 K2584361 61605532F2 Z01 FLOOR 1 o R ante ProBuild Arlington, Arlington.WA 98223 7 640 s Sep 29 2015 MiTek Industries Inc Wed Nov 16 08:47:23 2016 Page 1 I D:jXxVT_LPoi P FwbH2O0C FE IyJ MyR-S Wgbtm OgTBvkeZmyrcBwa?hSb2j77 BOipKC LXgy ledo 9.8.D l 2-6-2 2-4-6 2-4-6 2-6-2 Scale=1:18 6 2x4 4x10= 1 4xl2= 2 3x6= 3 3x6= 4 5 ni - 11 12 9 13 8 14 15 75x12= 16 4x12= 6x6= 2x4 2x4 2•&2 4- --8 7.2.14 I 9. { r 2•&2 2.4-6 2.4.6 2•&2 Plate Offsets(X.Y)— 17:0.34-0.2-QL18:0.3-0.0.4.0) 19:0.3-8.0.2•91 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1,00 TC 0.82 Vert(LL) -0-17 8 >686 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.00 BC 0.70 Vert(CT) -0-23 8 >504 240 BCLL 0-0 Rep Stress Incr NO WB 0.76 Horz(CT) 0-02 6 n/a n/a BCDL 5.0 Code IBC2015/7PI2014 (Matrix) Weight:93 Ito FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-14 oc 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. 1-9,2-8,3-7,5-7:2x4 OF 1800F 1.6E REACTIONS. (lb/size) 10=4689/0-5-8,6=3588/0-3-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-10=-3431/0,1-2=-8799/0,2-3=-10863/0,3-4=-7167/0,4-5=-7167/0,5-6=-2820/0 BOT CHORD 9-13=0/8799,8-13=0/8799,8-14=0/10863,14-15=0/10863,7-15=0/10863 WEBS 1-9=0/9382,2-9=-937/0,2-8=0/2202,3-8=0/1127,3-7=-3941/0,5-7=0/7642 NOTES- 1)2-ply truss to be connected together with 10d(0.131"xY)nails as follows: Top chords connected as follows:2x4-1 row at 0-4-0 oc- Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated - 3)"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)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)676 lb down at 1-5-8,and 676 lb down at 2-5-8,and 676 lb down at 4-5-8 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. Wlv1ING 2 LOAD CASE(S) Standard T" WA$ O 1)Dead+Floor Live(balanced):Lumber Increase=1-00,Plate Increase=1-00 �p Uniform Loads(plf) 0 Vert:1-5=-100,6-10=-10 t1 14 Concentrated Loads(lb) Vert:9=-1637(F=-676)ll=-961 12=-676(F)13=-1637(F=-676)14=404 15=-961 16=-961 R�54074 �� fiss�ONA[. �Cyti November 17,2016 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEX REFERENCE PAGE 11111-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,nor 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[fuss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and buss 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 92880 ' ) (nnW m � m D r Nv r V+ w D D ° ► D � c D x N lu 0 I I T O r s cr C�SG�o�p�zJ N o =' n O N C C Cp DI w Q m C O A m aN m o' m D a ' ID N n J o Vh aQ°o o w c v c a c a o 3 w °� 3 n 0 I �- Dian Z m N .3 n� m o m a o c ' c rn (o n� 3 N � D fD �'o O ' n SN w.a o a ° oX � ' N Z Q o 3 _N m m o�� s�mv o o m �a n S cnv Q m aQ c o m ° S m m O 2 � om 0CD m CD D C) Q � m'0 N 3mN •m � N 0 U)W a d (D O Cni d -I a� - N O C O CD N O �• - (p' a...N a o cn (Dc _ 3 Fn (on (D O N n. ao, N O 7 l O 0 n.Q Z d Q N O N O-a O.N�. 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G) y co �] p (D S N.Z�1 cn 0 m m Z T /VCD M r (D (D N j(C N U D Co (1)D v O WL I 2 �V C 2 N C (D A. m N -0 D N - O N (D N N o (gym m D� Q O Ct) Qv 30 Am o �z m o CDID 0 �• N 3 v 00cn T Dm „ OJn V� ' N o m m 1m pS A `< 09 N &) 00 m r O J N w ® ? r { O� 5' rh CD D ° = N z O � (V m ;a (D o T m WW3 wm .S � pO D vX((DD S N Za n m N D -4 r o < Z (D 2O U N U;gCD (n F U QCD O m TOP CHORD N 10 m -I U A W N -n Z a o.<, ° m a° m m C a m m ai°�' m m 0 4, m o v`° m n3i o:c v a Cf) o D m J ° °-3 3, 0 _m N. don o_.< ° < °� (Do+ o a Ei`o �' 51?o - <o CD N 3 �' �' m d(D m a �,w J N J o m m 3 s(� o_ I� 3- -m o o (D N O N l0 [D N a p.C. 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O N -J O C) 0 o �° 4 m m � 'n �� 3° ID °3 0. �g �m nD m �� n o ° vJ m m N f/i'N a N Q o (U f1 J Ol J N O O M i fll O O N -C101 CD a C J cn CD mm m e __ 77 o v ..N 3_n a v a-• �� 0 3 0 _� m 3 Cl) CD /—�\F) Jc C7 w S S Z x O m N CD O a O ° O .J.. (D C to °- to J N (D \H N CD O CD a 0 ry-O to (0 5 3 a N to (D CD (D(O ° '`-' 77 0 o m Q N m m c ° J(o < 3, W.3 J O w(D 2 (D a ,C-y� N -O 3 O n w a J y(D N CD a a (� N C7 O to O CD to O J CD p < Vm CD �° a 30 3 m O i PL •r 35-00-00 IN-LINE FRAMING START LAYOUT 30-00-00 24"O.C. A A A A I026 A02 11) v I Q n N N O 40 d Ro I o 0 4 0 0 v � N u� V OVER RAM G Y 0 ERS jHUS (12) 2.0••00 I <5/l2 5/l2> 0 4 GARAGE - 5/l2 - G02 z-o�-oo r r 0 1 11-06-00 7-00-00 16-06-00 35-00-00 HANGER SCHEDULE: BLOCKING SCHEDULE: HUS26----------------12 2x4 vent BLOCKS-35 Received � ��55 JAN 0 4 2017 NOUN 21181i 67th Ave NE nwua nursM.%'L% 14"'l lbc 1.1 — — I nx.�m� d-j-d M u m iAunLy. Arlington,WA 98223 „,o.l> Im ,.,.ma m�Innld,d.,,„ Fhmr e; 1-360-925-41 i5 All LGI Homes 2016il, n a,ain an r�lc olls r ❑re „Jh,( d.,wn nI il¢Inu`supp�e<I .Ii - iq ud Les Gregory Park 2514 A ml.nlm "'In;' nilil, IN Shriniwas Kulkarn B1605531 , twe�.••n,a\i s i. a MiTekA MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: B1605531 B1605531 The truss drawing(s)referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Pro Build West(Arlington, WA). Pages or sheets covered by this seal: K2584315 thru K2584322 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. �GbVNG Z& 4�0F Wasyjti40 o1�0 54074 0 4� ,n rsFcre �w Fsst 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. 1 1 Job Truss Trus.,type Oty Ply B1605o_. onsfl K2584315 �81605531 Tru GABLE 1 1 efer t ProBuild Arlington. Arlington.WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:45:43 2016 Page 1 ID:jXxVT_LPoiPFwbH2O0CFElyJMyR-NHdouapxOTlweB7k_bMTWvY W6lkLh36_pmz31 dylefM 4d 20-0-0 20-0-0 I Scale=1:69.8 5 00 12 5x6= 12 13 11 3x6� 10 14 3x6 4189 15 7 6 17 42 g 18 4 1 5 9 q 20 3 21 vI1 2 2223 Id o _ o 3x6 — 3x6= 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 5x6 - 40.0.0 4,040 Plafe oftsets I&YI {9:a2-14.Eaoe1.1310-3.0, .ot r — 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 0.16 Vert(LL) 0.00 22 n/r 180 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.09 Vert(CT) 0.00 23 n/r 120 TCDL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(CT) 0.01 22 n/a n/a ' Code IBC2015/TP12014 (Matrix) Weight:191 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 cc bracing. OTHERS 2x4 HF Stud/Std`Except' WEBS 1 Row at midpt 12-32 11-33,12-32,13-31:2x4 HF No-2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation cuide. REACTIONS. All bearings 40-0-0. (lb)- Max Horz 2=-105(LC 11) Max Uplift All uplift 100 lb or less at joint(s)2,40,39,38,37,36,35,34,33, 31,30,29,28,27,26,25,22,24 Max Grav All reactions 250 lb or less at joint(s)2,39,38,37,36,35,32,29,28, 27,26,25.22 except 40=326(LC 17),34=252(LC 17),33=274(LC 17),31=264(LC 18),30=254(LC 18),24=338(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 21-24=-256/71 NOTES- 1)Wind:ASCE 7-10,VuIt=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)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 �OMING Zp non-concurrent with other live loads- �4O 6)All plates are 2x4 MT20 unless otherwise indicated. WASy�h 7)Gable requires continuous bottom chord bearing. G+T 8)Gable studs spaced at 2-0-0 cc. ��� 0 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 10)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will r fit between the bottom chord and any other members. j 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,40,39,38,37,36, p 35,34,33,31.30,29,28,27,26,25,22,24. ,P 54074 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �.t+ GIs �"`"ONAL November 17,2016 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 is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the Vol fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 quality Criteria,DSB-89 and BCSI Building Component 250 King Circle Safety Information available from Truss Plate Institute,218 N-Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Tru__Hype Qty Ply 81605�_. K2584316 81605531 A02 Common 1 1 e e anca 1�1mail ProBuild Arlington- Arlington-WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:45:44 2016 Page 1 ID:iXxVT_LPoiPFwbH2O0CFElyJMyR-rTBA6wpZnnQnFLhwYJti375Y48shQUN82Qjca4ylefL •0• 7-1-11 6-4-15 6-5-6 6-5-6 6-4-15 7-1-11 •0.0 Scale=1:69 0 5 00 12 5x6= 5 5x10% 5x10 4 6 14 2x4 \\13 2x4 3 7 2 8 9 dfl Ic 0 0 3x8 = 12 15 16 11 17 18 10 3x8= 3x4= 5x8_ 30 i t0•a0 9 g0 3B•a0_1 ao.o-n 10-4A 111bu 10.0.0 1(FO.O elate Onsets(X Yl [7�3 Io_E+ L M QA-I2.0•a-0I.LUA-1 z IEs17-�8�a•�o.eduet.M V-40 0r3-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. n (loc) I/dell L/d PLATES GRIP TOLL 25.0 Plate Grip DOL 1 15 TC 072 Vert(LL) -0.39 10-11 >999 240 MT20 1851148 (Roof Snow=25,0) Lumber DOL 1,15 BC 098 Vert(CT) -0.69 11-12 >689 180 TCDL 10.0 BCLL 0.0 Rep Stress Incr YES WB 038 Horz(CT) 0.21 8 n/a n/a " E[CDL so Code IBC2015/-FP12014 (Matrix) Weight:162 lb FT=20 LUMBER- BRACING- TOP CHORD 2x4 DF 180OF 1.6E TOP CHORD Structural wood sheathing directly applied or 2-7-9 oc purlins, BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 HF Stud/Std`Except* WEBS 1 Row at midpt 6-11.4-11 5-11,6-11,4-11:2x4 HF No.2 [MiTle recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation utle. REACTIONS. (lb/size) 2=1786/0-5-8,8=1786/0-5-8 Max Horz 2=-105(LC 11) Max Uplift2=-65(LC 10),8=-65(LC 11) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3665/121,3-13=-3311/101,4-13=-3135/102,4-5=-2297/85,5-6=-2297/85, 6-14=-3135/102,7-14=-3311/101,7-8=-3665/122 BOT CHORD 2-12=-150/3284,12-15=-59/2671,15-16=-59/2671,11-16=-59/2671,11-17=0/2671, 17-18=0/2671,10-18=0/2671,8-10=-46/3284 WEBS 5-11=0/1277,6-11=-1023/146,4-11=-1023/145,6-10=0/571,7-10=-437/131,4-12=01571, 3-12=-437/131 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, �MING Zy 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ♦P 9O 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 WAS h fit between the bottom chord and any other members,with BCDL=8.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,8 C' 0 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 54074 GIs Fr �`rStON AL 6�G` November 17,2016 AWARNING-Verily 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[his design into the overall MR' 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[he 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 i Job Truss Tru, ,ype Qly Ply B1605:_. K258431761605531 A03 mmon 11 1 Of O ProBuild Arlington. Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc. Wed Nov 16 08:45:45 2016 Page 1 ID:jXxVT_LPoiPFwbH2O0CFElyJMyR-JgIYJGgBY4YetVG7600xbKdfoYCu9ymHH4S96WylefK '��-,-0--,�0• 7-1-11 1 lu m �e n� 1 �n R a �z2 t(ks sari._� 1.O-U 7-1-11 6-4-15 6-5-6 6-5-6 6-4-15 6-6-3 Scale=1:68.1 5 00 12 5x6= 5 5x10% 5x10 4 6 12 2x4\\ 2x4 3 7 2 �1 I� 0 0 3x8= 11 13 14 10 15 16 9 6x8= 3x4= 5x8 = 3x4 = 10A.0 20,10.0 H 'd�0.0 39,&S 10AA 10-0-D 10.0.0 9-6-8 Plate 0![5,dta.Yl-- 12:0-3,1q,[dgel.W04-12 0.3.01,16:0.4-17 U•3 41,[$EQafl Q 3 3J.�10:0 4 0.0 J 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 0.98 Vert(LL) -0.39 10-11 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.98 Vert(CT) -0.69 9-10 >684 180 TCDL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(CT) 0,20 8 nla n/a ' Code IBC2015/TP12014 (Matrix) Weight:157 lb FT=20 LUMBER- BRACING- TOP CHORD 2x4 DF 180OF 1.6E"Except* TOP CHORD Structural wood sheathing directly applied- 6-8:2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 HF No.2 WEBS 1 Row at midpt 6-10.4-10 WEBS 2x4 HF Stud/Std`Except* MiTek recommends that Stabilizers and required cross bracing 5-10,6-10,4-10:2x4 HF No.2 be installed during truss erection,in accordance with Stabilizer WEDGE Right:2x4 HF Stud/Std Installationuide. REACTIONS. (lb/size) 8=1686/Mechanical,2=1775/0-5-8 Max Horz 2=109(LC 14) Max Uplift8=-49(LC 11),2=-65(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3637/122,3-4=-3283/103,4-5=-2268/84,5-6=-2268/86,6-12=-3048/102, 7-12=-3224/101,7-8=-3529/120 BOT CHORD 2-11=-156/3258,11-13=-64/2645,13-14=-64/2645,10-14=-64/2645,10-15=0/2620, 15-16=0/2620,9-16=0/2620,8-9=-53/3156 WEBS 5-10=0/1255,6-10=-987/146,4-10=-1001/145,6-9=0/517,7-9=-369/129,4-11=0/572. 3-11=-437/131 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 P„OMING 7& non-concurrent with other live loads. �.� WAS 90 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 6)"This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=8.Opsf. 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)8,2. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. r0� 54074 k1� �SSIGNAL ENG, November 17,2016 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 is always required for stability and to prevent collapse 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 I• I Job Truss Tru- ,ype Oty Ply B1605_ K2584318 131605531 A04 GABLE 1 1 OU P.8rd17G0 O ProBuild Arlington. Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries.Inc. Wed Nov 16 06:45:46 2016 Page 1 ID:jXxVT_LPoiPFwbH2O0CFElyJMyR-nsJwXcrgJOgUVfrJfkvA8YA1 UymtuRuRVkCjeyylefJ 1 0 20-0-0 19-9-0 Scale=1:69 4 5 00 r12 5x6 = 12 13 11 3x6 j%i 14 3x6 10 8 9 15 7 16 17 40 9 18 S 19 4 20 3 21 22 oI1 2 W I� a 3x6 = 3x6= 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 5x6= 19•�0 Plate Offsets;X Yr (§&2-14-E fto f31.0.3-0.0.3.01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0-15 Vert(LL) -0.00 1 n/r 180 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1A5 BC 0A0 Vert(CT) 0.01 1 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.26 Horz(CT) 0-01 22 n/a n/a BCLL 0.0 Code IBC2015/TP12014 (Matrix) Weight:189 Ile FT=20 BCDL 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 No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud/Std`Except' WEBS 1 Row at midpt 12-31 11-32,12-31,13-30:2x4 HF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation aullcle. REACTIONS. All bearings 39-9-0. (lb)- Max Herz 2=109(LC 10) Max Uplift All uplift 100 lb or less at joint(s)39,38,37,36,35,34,33,32.30, 29,28,27,26,25,24,2,23 Max Grav All reactions 250 lb or less at joint(s)22,38,37,36,35,34,31,28, 27,26,25,24,2 except 39=326(LC 1),33=250(LC 17),32=271(LC 17), 30=264(LC 18),29=254(LC 18),23=334(LC 18) 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.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 D0L=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. �GMING 2 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. WAS/yfh O 8)Gable studs spaced at 2-0-0 oc. C� 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. p 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 100 Ito uplift at joint(s)39,38,37,36,35, 34,33,32,30,29,28,27,26,25,24,2,23, Vd 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss, +P 54074 �� Gisn �sStONAI.��G November 17,2016 ®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 this design into 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[fuss 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,Suiln 312,Alexandria.VA 22314. Corona,CA 92880 Job Truss Truss i-ype Qty Ply 61605c K2584319 B1605531 B01 QUEENPOST 1 1 encu cy_ite�,t-� ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:45:47 2016 Page 1 ID:1XxVT_LPDiPFwbH2O0CFElyJMyR-F2tlkysS3ipL6pQVDRQPhijAZMOhdrtakOxGAOylefl f_1:4:f1) gag ( 8.3-n 1-0-0 4-7-9 3-7-7 11-7-9 1-0-0 Scale=141,9 4x4= 6 5 00 F12 3x6% 5 4 8 8 21 22 9 1 3 a 7 10 3x8 II hp 2 \ 11 12 Iv a 3x4% 16 3x4 = 5x10= 15 14 13 8-3.0 23.BA r 563-0 153-0 Plate Off 00_ .0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 026 Vert(LL) -0.09 2-16 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 051 Vert(CT) -0 18 2-16 >999 180 TCDL 10.0 Rep Stress Incr YES WB 040 Horz(CT) 0.04 11 nla nla BCLL 0.0 Code IBC2015 TPI2014 (Matrix) Weight:96 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF ND.2 TOP CHORD Structural wood sheathing directly applied or 4-4-0 oc purlins. BOT CHORD 2x4 HF ND.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud/Std"Except" JOINTS 1 Brace at Jt(s):17,19 4-15:2x4 HF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 7-5-8 except(jt=length)2=0-5-8. (lb)- Max Horz 2=64(LC 14) Max Uplift All uplift 100 lb or less at joint(s)2,13,11 except 14=-132(LC 5) Max Grav All reactions 250 lb or less at joint(s)14 except 2=860(LC 17), 15=670(LC 1),13=279(LC 1),11=311(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1488/90,3-21=-1159/41,4-21=-1093/50,4-5=-290/55,5-6=-255/67,7-8=-294/41, 9-22=-280118,9-1 0=-266/1 1,10-11=-295/0 BOT CHORD 2-16=-98/1309,15-16=-28/1101 WEBS 4-18=-864/50,18-19=-888/55,17-19=-952/60,17-20=-957/62,15-20=-990/67, 4-16=0/361,3-16=-328/90 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 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 �MING Zy non-concurrent with other live loads. ��{� AS ,40 5)All plates are 2x4 MT20 unless otherwise indicated. Q fJ� 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 p fit between the bottom chord and any other members. Z 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,13,11 except (jt=lb)14=132, 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ,p � ,P 54074 Oq, �SISTE %NAL O"" 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(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 ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Sui(v 312,Alexandria,VA 22314. Carona,CA 92880 Job Truss Tru—type Oily Ply B160S.,_. K29H432.0 B1605531 B02 COMMON GIRDER 1 A '+ jgpl9fnail ProBuild Arlington. Arlington.WA 98223 7 640 s Sep 29 2015 MiTek Industries.Inc Wed Nov 16 08:45:48 2016 Page 1 ID:jXxVT_LPoiPFwbH2O0C FEIyJMyR-kFRhxls4q?xCkz?hn9xeDzFFpmEhMBRjz2hpjrylefH Ii 7-2.12 11.9-0 M34 F 2'{Mg 7-2-12 4-6-4 4-6-4 7-2-12 Scale=1:39 5 4x4= 3 5 00 12 5x6 i 4x8� 2 4 I 5 oILiIo 9 10 11 12 137 14 15 6 16 17 18 3x4 = 3x4— 8 3x6 2x4 8x10 — 4x10 .7.2•t2 1 11.9A M2.4 _2mt o 1 7.2.12 4.B.A 4-6-4 7-2-12 Plate onsets fx-vll- 11I M-M.Edgel 170-3.4.0.4-811 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 0.67 Vert(LL) -0,13 5-6 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.97 Vert(CT) -0,23 5-6 >849 180 TCDL 10.0 BCLL 0.0 Rep Stress Incr NO WB 0.89 Horz(CT) 0.01 5 n/a n/a " Code IBC2015ITP12014 (Matrix) Weight:412 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 2x6 OF No.2`Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 5-7:2x6 DF 240OF 2.0E WEBS 2x4 HF Stud/Std'Except" 4-7,2-7:2x4 HF No.2 REACTIONS. (Ib/size) 1=1321/0-5-8,5=5960/0-5-8,8=13174/0-5-8 Max Horz 1=-58(LC 28) Max Upliftl=-55(LC 10),5=-224(LC 11),8=-448(LC 10) Max Grav 1=1358(LC 16).5=5991(LC 17),S=13174(LC 1) FORCES. (lb)-Max,Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-108/2880,2-3=-3 50911 76,3-4=-3 54511 6 5,4-5=-10121/388 BOT CHORD 1-9=-2562/156,9-10=-2562/156,10-11=-2562/156,8-11=-25621156,8-12=-2562/156, 12-13=-2562/156,7-13=-2562/156,7-14=-302/9281,14-15=-302/9281,6-15=-302/9281, 6-1 6=-30219 2 8 1,16-17=-302/9281,17-18=-302/9281,5-18=-302/9281 WEBS 3-7=-97/2496,4-7=-7309/323,4-6=-159/6002,2-7=-224/6852,2-8=-6724/273 NOTES- 1)4-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. Bottom chords connected as follows:2x6-3 rows staggered at 0-4-0 oc. Webs connected as follows:2x4-1 row at 0-5-0 oc,Except member 7-4 2x4-1 row at 0-9-0 oc,member 4-6 2x4-1 row at 0-9-0 oc, member 7-2 2x4-1 row at 0-9-0 oc,member 2-8 2x4-1 row at 0-9-0 oc. Attach BC w/USP WS6 or Simpson SIDS 1/4"x 6"wood screws in 1 row(s)spaced at 2-0-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply �G~N ING 2 R connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. W O 3)Wind:ASCE 7-10,Vult=11 Omph(3-second gust)Vasd=87mph,TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS tiO (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 a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 7)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, A� 54074 Qt� 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except(jt=lb)5=224 O� �ACIS7V ,8=448- F 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss, ss�0NAL��G Continued on page 2 November 17,2016 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 991 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 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...,rype Qly Ply B1605„-, K2584320 B1605531 B02 COMMON GIRDER 1 A ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:45:49 2016 Page 2 I D JXxVT_LPoi PFwbH2O0C FEIyJMyR-C R?39dtibJ33M6auLsTtmAoQZ9Zw5ehtBiQN FHylefG NOTES- 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1679 lb down and 66 lb up at 1-5-4.1679 lb down and 66 lb up at 3-5-4, 1679 lb down and 66 lb up at 5-5-4.1679 lb down and 66 lb up at 7-5-4,1679 lb dawn and 66 lb up at 9-5-4,1679 lb down and 66 lb up at 11-5-4,1679 lb down and 66 lb up at 13-5-4.1679 lb down and 66 lb up at 15-5-4,1679 lb down and 66 lb up at 17-5-4,and 1679 lb down and 66 lb up at 19-5-4,and 1679 lb down and 66 lb up at 21-5-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1 15,Plate Increase=1 15 Uniform Loads(plf) Vert:1-3=-70,3-5=-70,1-5=-16 Concentrated Loads(lb) Vert:8=-1679(B)9=-1679(B)10=-1679(B)11=-1679(B)12=-1679(B).13=-1679(B)14=-1679(B)15=-1679(B)16=-1679(B)17=-1679(B)18=-1679(B) 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 vv fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safely Information available from Truss Plate Institute,218 N Lee Slreel,Suitu 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Tru.,,iype Qly Ply B1605.,... K2584321 B1605531 Col Common Supported Gable 1 1 Job RetertlfM 1900pall, ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:45:49 2016 Page 1 I D:jXxVT_LPoiP Fwb H 2O0C FE I yJ MyR-C R?39dtibJ 33M6auLsTtmAoYJ9nb5rilB iQN F HylefG F •tom &z9 18.8.0 r 17 1-0-0 8-3-0 8-3-0 1-0-0 Scale=1-30.4 4x4= 5 5 00 12 6 4 3 7 2 s T 124— 9 Io V xXX X x X X X Z X X X Z Z X Z X Xr. XX 3x4 = 14 13 12 11 10 3x4= Y 1".0 1&6.0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TOLL 25.0 Plate Grip DOL 1.15 TC 018 Vert(LL) -0.00 9 n/r 180 MT20 185/148 (Roof Snow=25.0) Lumber COL 1.15 BC 010 Vert(CT) 0.00 9 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 006 Horz(CT) 0.00 8 n/a n/a BCLL 0,0 ' Code IBC2015/TP12014 BCOL 8.0 (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 cc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. OTHERS 2x4 HF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer hiataliation quicle, REACTIONS. All bearings 16-6-0. (Ib)- Max Horz 2=-46(LC 15) Max Uplift All uplift 100 lb or less at joint(s)2,8, 13,14,11,10 Max Grav All reactions 250 lb or less at joint(s)2,8,12,13,11 except 14=374(LC 17),10=374(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 3-14=-286/73,7-10=-286/73 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 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. 8)Gable studs spaced at 2-0-0 cc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. L�(/1►N(i 10)*This truss has been designed for alive load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide willy9 fit between the bottom chord and any other members. WA 0 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,8,13,14,11,10. 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. p 54074 tom O� FoISTE {` �rs�ONAi-LNG` 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 parameters and properly incorporate this design into 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 Rule Institute,218 N Lee Street,Suillr 312,Alexandria,VA 22314. Corona,CA 92880 :t Job Truss Tru— type Oty Ply B1606 K2584322 B1605531 CO2 Common 1 1 lob et a(tNNrtpn ProBuild Arlington. Arlington.WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:45:50 2016 Page 1 ID:jXxVT_LPoiPFwbH2O0CFElyJMyR-gdZRMzuKMdBwzG94ua_61OLiCZ01gFHOQMAwnjylefF 1 1 1 7 � � I 1-0-0 4-7-9 3-7-7 3-7-7 4-7-9 Scale=1:30A 4x4 4 500 12 2x4 2x4 3 S 2 6 I7 0 8 3x4= 3x4= 3x8 r 9.3.0 18.6.0 1 Ptate Offsets(x Y)-- (2,Q-6-14 E.Qg"_Q:a1a.E el LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25 0 Plate Grip DOL 1.15 TC 0.23 Vert(LL) -0.09 6-8 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.52 Vert(CT) -017 6-8 >999 180 TCDL 100 BCLL 00 Rep Stress Incr YES WB 0.23 Horz(CT) 0.03 6 n/a n/a SCOL 8 Q^ Code IBC2015/TP12014 (Matrix) Weight:56 lb 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 No.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 Installation aujde. 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(Ib)or less except when shown TOP CHORD 2-3=-1 29015 7,3-4=-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.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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s)2,6. �[yIING 2 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. .pF WASy�H 54074w� O F�ISTBRti 'tpsSION AL 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 parameters and properly incorporate this design into 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 ANSIITPI1 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. 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J Ol a(p _ m O o _�m J �' m o m m a d a m 7.m 2-m a m .° � m m c c < w.M: o v CDoI °cD aJ m m2 2 m J nm <m 7 n ma c 3 m �n v� .m m� oa •<o m m n m� c �1 a m m 3 J m m m J o J 3 0 $$ y n o p m o m (D <.N O(D y J p. a m 10 J 0 0° z a �..yi 3 O. Z N (p D) a a 3 J f 3 3 m (D ° �_ m m a ? (^ N. c D(D c°-u2 d `<(J° �.w a w J M J O J O N J (� "O 3 CD C O c CD N(O Z C r2 O'N (p (D Q ID N c n t0 [�`< _a N N 0 .w N J 6 O _. �_D� �7 ti N N 7 S l J OCD m 'O (D Z7 (] V ° N l0 _ J (U ry "N A J N 7L O O O O "~ y N N N (n O m a J N j 1 O N_ U`< f n n O (D a J -p1° a m C iY O mD°' yc o 'D o o •'�' JQ �M av o _�� 3.3 _°s. . g 2 N) 5 3 N —h m (�DJi ID o '� m N m a s oa m m = 0 a sm m m QT 7 f/1 N 'N a � N J N N M 0 CD j O N D) 2 ^' O (D DI a J O N 1O Dl u N O J(O < 3� cu l fD .C+E SD O JO ? Dl O' y Z;-)'CD (D a a (ND O l (fin Q y n'n ° 3 0 3 `o^ CD Gm VI ►��r �.��.� r� � � i � 1 35-00-00 $ IN-LINE FRAMING `24 START LAYOUT 30-00.00 R N � N a a k a * ♦ 4 a 1 I MM26 LA0111) 0 Q n N uS Q O O O O � I O � 1 O O O O 1 O O I O V � N V VE RAM I13Y 01 HER I N I � N V H (12)T 5/12 2 WO IL 4SO2 In <5/12 'y,P c 1;01 GARAGE N , o z- -00 0 4-00-00 12-00-00 4 e 4 N 11-06-00 7-00-00 16-06-00 35-00-00 HANGER SCHEDULE: BLOCKING SCHEDULE Received HUS26----------------12 2x4 vent BLOCKS-46 JAN n 4 ?.oi r PRQ$uild Arlin ton, Are 82 1� 2 Sr519'LV'?lel p \4(.Lt � Arlin-ro�,�1'A 9R223 Fhone; 1-360-925-41 iS Ihv phc [Jie `IAv I�udAin"ilsiyn. LGI Homes 2016 "'''` '� ." ...a u" ,,,e n, Jm' unAur ncwmiiv"L�" �-' "Gregory Park 2514 B }f2j ' Shriniwas Kulkarn •`B1605532 mlr T'Pin .",I ,Ihe MiTek MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: B1605532 B16055332 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: K2584323 thru K2584341 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. prAING Z ti of WAs����C� r ¢+ ,� 54074 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 lTilino.ype Qty Ply B16055....c B1605532 A01 GABLE 1 1 K2584323 ProBuild Arlington. Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:46:24 2016 Page 1 ID:jXxVT_LPoiPFwbH2O0CFElyJMyR-gAclVblfM3T53VIcujb5hYlXmGkxocF1 EePjzlyleej 11 -0 20-0.0 20-0-0 -0 0 Scale=169 8 5 00 12 5x6= 12 13 11 3x6 1 14 3x6 4180 15 16 7 17 42 6 18 5 19 q / 20 3 / 21 vI1 2 u L 22 23 d Iv 0 3x6 = 3x6= 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 5x6 - 1 .It1.0.0 �9 SIR Mime U-Yi— 1.13ZO-3-0,0-IDI LOADING(psi SPACING- 2-0-0 CSI. DEFL. in (loc) I/def) L/d PLATES GRIP TOLL 25.0 1 0) Plate Grip DOL 1.15 TC 0.16 Vert(LL) 0.00 22 n/r 180 MT20 185/148 (Roof Snow=2 Lumber DOL 1.15 BC 0.09 Vert(CT) 0.00 23 n/r 120 BCLL 0.0 TCDL 00 Rep Stress Incr YES WB 0.26 Horz(CT) 0.01 22 n/a n/a ' Code IBC2015/TP12014 (Matrix) Weight:191 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'Except* WEBS 1 Row at midpt 12-32 11-33,12-32,13-31:2x4 HF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer nstallation uide, REACTIONS. All bearings 40-0-0. (lb)- Max Horz 2=-105(LC 11) Max Uplift All uplift 100 lb or less at joint(s)2,40,39,38,37,36,35,34,33, 31,30,29,28,27,26,25,22,24 Max Grav All reactions 250 Ito or less at joint(s)2,39,38,37,36,35,32,29,28, 27,26,25,22 except 40=326(LC 17),34=252(LC 17),33=274(LC 17).31=264(LC 18).30=254(LC 18),24=338(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 21-24=-256/71 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)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 HOMING Z/ non-concurrent with other live loads. WAS Y,90 6)All plates are 2x4 MT20 unless otherwise indicated, 7)Gable requires continuous bottom chord bearing, B)Gable studs spaced at 2-0-0 oc. �O 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s)2,40,39,38,37,36, p 35,34,33,31,30,29,28,27,26,25,22,24. 'A 54074 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �� �CIMQTV cc`sSI0NAL6�G� November 17,2016 ,&WARNING-Verily 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 I . building design. Bracing indicated is to prevent buckling of individual truss web and/of chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,OSB-09 and BCSI Building Component 250 Klug Circle Safely Information available from Truss Plate Institute,218 N Lee Street,Suita 312,Alexandria.VA 22314 Corona,CA 92880 r Job Truss lc,.u ype Qty Ply 61605b.._< A02 mmon 6 1 K2584324 of a 11 ProBuild Arlington. Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:46:25 2016 Page 1 ID JXxVT_LPoiPFwbH2O0CFElyJMyR-8MAgixJH7NbygeKpSQ6KDmHZkgsHX1XATI9HVByleei 7-1 11 fi-4-15 6-5-6 6-5-fi 6-4-15 7-1-11 1.0-0 Scale=1:69.0 500 12 5x6= 5 500% 5x10 4 6 14 2x4 \\13 2x4 3 7 1 2 8 0 dI Iv 0 9x8= 12 15 16 11 17 18 10 3x8= o 3x4= 5x8= 3x4= i 10.0 0 200-0 I 'M±f.(D 40,010 —i 10.0-D 10!0,0 10-0-D 10-M aW0jOffseb(X.Y1— (2 0 3�o-EdoOJ tA&—L-1Z,Q- QJ is o n-12.o-s a�.(gQ _fig gQL f11 o a o�{�) 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 0.72 Vert(ILL) -0.39 10-11 -999 240 MT20 185/148 (Roof Snow=2 Lumber COL 1A5 BC 0.98 Vert(CT) -0.69 11-12 >689 180 TCDL 10 0 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(CT) 0.21 8 n/a nla Code IBC2015/TP12014 (Matrix) Weight:162 Ito FT=20 LUMBER- BRACING- TOP CHORD 2x4 DF 180OF 1.6E TOP CHORD Structural wood sheathing directly applied or 2-7-9 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 HF Stud/Std*Except* WEBS 1 Row at midpt 6-11,4-11 5-11,6-11,4-11:2x4 HF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 2=1786/0-5-8,8=1786/0-5-8 Max Horz 2=-105(LC 11) Max Uplift2=-65(LC 10).8=-65(LC 11) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3665/121,3-13=-3311/101,4-13=-3135/102,4-5=-2297/85,5-6=-2297/85, 6-14=-3135/102,7-14=-3311/101,7-8=-3665/122 BOT CHORD 2-12=-150/3284,12-15=-59/2671,15-16=-59/2671,11-16=-59/2671,11-17=0/2671, 17-18=0/2671,10-18=0/2671,8-10=-46/3284 WEBS 5-11=0/1277,6-11=-1 023/146,4-11=-1023/145,6-10=0/571,7-10=-437/131,4-12=0/571, 3-12=-437/131 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 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. ptAING 2 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 WAS!!!N fit between the bottom chord and any other members,with BCDL=8,0psf, 7)Provide mechanical connection(by others)Of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s)2,8. �O 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. H 100 54074 Q4 OV, �C1STE' k' � NAL��G`� 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 parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only- Additional temporary and permanent bracing He!is always required for stability and to prevent collapse 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,Suile 312,Alexandria,VA 22314, Corona,CA 92880 ' r 1 Job Truss Tftne.ype Qty Ply 816055.,_� K2564325 81605532 A03 Common 11 1 R ter n ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries.Inc Wed Nov 16 08:46:25 2016 Page 1 ID:jXxVT_LPoiPFwbH2O0CFElyJMyR-8MAgixJH7NbygeKpSQ6KDmHVigsFX2gAT19HVByleei 3 . 3W" I 71_11 fi-4-15 6-5-6 � 6-8-3 Scale=1;68 1 5.00 12 5x6 = 5 5x10% 5x10 4 6 12 2x4\\ 2x4 3 7 8 t o 3x8= 11 13 14 10 15 16 9 6x8= 3x4— 5x8 = 3x4- loan 2aQQ_� 30.0.0 39.6.8 l 1n-0_q 11A0.f�-_ laao 8-&8 Plate Off (X.Y1_ LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 plate Grip DOL 1.1 15 TC 0.98 Vert(LL) -0.39 10-11 >999 240 MT20 185/148 (Roof Snow=2 0) Lumber DOL 1.15 BC 0.98 Vert(CT) -0.69 9-10 >684 180 BCDL 10 0 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(CT) 0.20 8 n/a n/a ' Code IBC2015/TP12014 (Matrix) Weight:157 Ito FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF 180OF 1.6E"Except" TOP CHORD Structural wood sheathing directly applied. 6-8:2x4 HF No-2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 HF No.2 WEBS 1 Row at midpt 6-10,4-10 WEBS 2x4 HF Stud/Std'Except' MiTek recommends that Stabilizers and required cross bracing 5-10,6-10,4-10:2x4 HF No,2 be installed during truss erection,in accordance with Stabilizer WEDGE Installation guide. Right:2x4 HF Stud/Std REACTIONS. (lb/size) 8=1686/Mechanical,2=1775/0-5-8 Max Horz 2=109(LC 14) Max Uplift8=-49(LC 11).2=-65(LC 10) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3637/122,3-4=-3283/103,4-5=-2268/84,5-6=-2268/86,6-12=-3048/102, 7-12=-3224/101,7-8=-3529/120 BOT CHORD 2-11=-156/3258,11-13=-64/2645,13-14=-64/2645,10-14=-64/2645,10-15=0/2620, 15-16=0/2620,9-16=0/2620,8-9=-53131 5 6 WEBS 5-1 0=011 2 55,6-10=-987/146,4-10=-1001/145,6-9=0/517,7-9=-369/129,4-11=0/572, 3-11=-437/131 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. MINC 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 O 2Fj non-concurrent with other live loads. WAS/�� 9Q 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 �� �Q fit between the bottom chord and any other members,with BCDL=8.Opsf. 7)Refer to girder(s)for truss to truss connections. 4 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)8,2. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. rd�Ok, R�54074� C/STEM �SS10NAL 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 truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MRek, is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and[fuss 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 92860 Job Truss Trus.,,ype Oly Ply IB18n5b.._- K2584326 B1605532 A04 GABLE 1 1 job Referarlce factionall ProBuild Arlington Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:46-27 2016 Page 1 ID:jXxVT_LPoiPf%vbH2OQCFEIyJMyR41107dLYf rgwyUBZr8oIBN2BUmT?_2TxceOa4yleeg 20-0-0 19-9-0 Scale=1:69-4 5 00 ri2 5x6 = 12 13 11 3x6 14 3x6 10 8 g 15 7 16 17 40 6 18 5 19 4 20 3 21 22 1 2 In 0 3x6= 3x6= 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 5x6 = r 't4M _Plate OffalA(X Y►-[$'9 2]4 E "W,1:0�-M,0-a-o1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/def) L/d PLATES GRIP TCLL 25.0 1 0) Plate Grip DOL 1.15 TC 015 Vert(LL) -0.00 1 n/r 180 MT20 185/148 (Roof Snow=2 Lumber DOL 1.15 BC 010 Vert(CT) 0.01 1 n/r 120 TCDL 0.0 BCLL 00 Rep Stress Incr YES WB 026 Horz(CT) 0.01 22 n/a n/a Code IBC2015/TP12014 (Matrix) Weight:189 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`Except" WEBS 1 Row at midpt 12-31 11-32,12-31,13-30:2x4 HF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer lnsfallation Qwde. REACTIONS. All bearings 39-9-0. (lb)- Max Horz 2=109(LC 10) Max Uplift All uplift 100 lb or less at joint(s)39,38,37,36,35,34,33,32,30, 29,28,27,26,25,24,2,23 Max Grav All reactions 250 lb or less at joint(s)22,38,37,36,35,34,31,28, 27,26,25,24,2 except 39=326(LC 1).33=250(LC 17),32=271(LC 17). 30=264(LC 18),29=254(LC 18),23=334(LC 18) 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)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. �MING 2 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. �' WA$/. 0 8)Gable studs spaced at 2-0-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcLlrrent with any other live loads. p 10)"This truss has been designed for a live load of 21 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members- r 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s)39,38,37,36,35, 34,33,32,30,29,28,27,26,25,24,2,23. d 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 54074 V o� �GISTEtI� �SSrONALEN�` 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 Me - is always required for stability and to prevent collapse 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,Suits!312,Alexandria.VA 22314, Corona,CA 92880 Job Truss T".u,"- ype, City Ply B16055....� K2584327 81605532B02 Special Girder 1 A ProBuild Arlington. Arlington WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:46:31 2016 Page 1 I D:jXxVT_LPoi PFwbH2O0C FE lyJ MyR-zVVXxz?02i DL6OZnyohDkT1 Xa 15yH xdH3rEcbjryleec 1_11 g 1.gn tt R� 12. OWN, n.7-9 1aa17 23�� 1-11-8 2-8-8 2-6-12 1-8-12 3-6-1 t)•4.14 4-9-2 Oro-11 Scale=1:41 3 5x8 \\ 4x6 J e 17 1 19 20 21 5 00 12 12x12 = 22 3x6= 2x4 II 5x12= 23 2 1 " 3 CA 5 14 o o 3x4= 24 14 25 13 26 12 11 27 28 10 29 30 31 9 32 33 3x8= 3x6— 4x10 — 2x4 II Sx10 6x6= i 1.1t8 ,� M&o 1.2.12 A11$ 12.5.9 1an.7 2b8.o: 1-11-a_ 2.8.8 -.12 1Al2' 3-1-1 5•&14 5.5.9 ' Plate Offsets(X.Y)-- 129-10.0a-411 -o a a.o a-s- 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 0.73 Vert(LL) -0.13 9-10 >999 240 MT20 1851148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0,81 Vert(CT) -0.21 9-10 >917 180 TCDL 10.0 BCLL 0.0 Rep Stress Incr NO WB 0.94 Horz(CT) 0.03 8 n/a n/a Code IBC2015/TP12014 (Matrix) Weight:413 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins,except BOT CHORD 2x6 DF No.2'Except` 2-0-0 cc purlins(6-0-0 max.):2-5,6-7- 8-10:2x6 DF 240OF 2,0E BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing, Except: WEBS 2x4 HF Stud/Std 6-0-0 cc bracing:12-13. REACTIONS. (lb/size) 1=1869/0-5-8,8=6352/0-5-8,12=12369/0-5-8 Max Horz 1=25(LC 62) Max Upliftl=-69(LC 10),8=-259(LC 11),12=-495(LC 10) Max Grav 1=1910(LC 32).8=6576(LC 33).12=12482(LC 32) FORCES. (lb)-Max.Comp/Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-3207/113,2-15=-322/130,3-15=-321/130,3-16=-236/5856,4-16=-236/5856, 4-5=-236/5858,5-6=-11937/493,6-17=-12305/526,17-18=-12305/526,1 8-1 9=-1 23051526, 19-20=-12305/526,20-21=-12305/526,7-21=-12305/526,7-22=-13494/554, 22-23=-13556/543,8-23=-13644/542 BOT CHORD 1-24=-11312930,1 4-24=-1 1312930,14-25=-121/3290,13-25=-121/3290,13-26=-127/321, 12-26=-127/321,11-12=-193/4860,1 1-2 7=-2 031496 9,27-28=-203/4969,10-28=-203/4969, 10-29=-440/10989,29-30=-440/10989,30-31=-440/10989,9-31=-440/10989, 9-32=-474/12605,32-33=-474/12605,8-33=-474/12605 WEBS 2-14=-47/1941,2-13=-3276/128,4-12=-885/57,5-1 2=-1 1 735/465,5-11=-585/56, 5-10=-250/6349,6-10=-54/3087,6-9=-6611 4 72,7-9=-105/4400,3-13=-43/1894, 3-12=-6293/240 NOTES- 1)n/a 2)4-ply truss to be connected together with 1 Od(0.131"x3")nails as follows: `PoNIJNG 2r, Top chords connected as follows:2x4-2 rows staggered at 0-4-0 cc. F WA O Bottom chords connected as follows:2x6-3 rows staggered at 0-4-0 cc, C Webs connected as follows:2x4-2 rows staggered at 0-4-0 cc,Except member 13-2 2x4-1 row at 0-9-0 cc,member 4-12 2x4-1 row >' pat 0-9-0 cc,member 12-5 2x4-2 row at 0-7-0 cc,member 11-5 2x4-2 row at 0-9-0 cc,member 10-5 2x4-2 row at 0-9-0 cc,member y j 10-6 2x4-2 row at 0-9-0 cc,member 9-6 2x4-2 row at 0-9-0 cc,member 9-7 2x4-2 row at 0-9-0 cc,member 13-3 2x4-2 row at 0-9-0 cc,member 12-3 2x4-1 row at 0-9-0 cc. Attach TC w/USP WS6 or Simpson SIDS 114"x 6"wood screws in 1 row(s)spaced at 2-0-0 cc Attach BC w/USP WS6 or Simpson SIDS 1/4"x 6"wood screws in 1 row(s)spaced at 2-0-0 cc. A� ,p 54074 Qr� 3)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 O� �QI3Y.B�� connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. F 4)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 SSIDNAL��G (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1,60 5)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1 Continued on page 2 November 17,2016 A WARNING-Verify 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 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Addi[ional 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,sea ANSIITPII Quality Criteria,DSB-89 and BC51 Building Component 250 Klug Circle sarety Information available from Truss Plate Institute.218 N Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 1 Job Truss Trus.Hype Qty Ply B1605z,--, K2584327 iB1605532 B02 Roof Special Girder 1 A ProBuild Arlington. Arlington,WA 98223 7 640 ss Sep 29 2015 MiTek Industries,Inc Wed Nov 16 OB 46:31 2016 Page 2 ID:jXxVT_LPoiPFwbH2O0CFElyJMyR-zWXxz702iDL6OZnyohDkTiXa1 SyHxdH3fEcbjryleec NOTES- 6)Unbalanced snow loads have been considered for this design. 7)Provide adequate drainage to prevent water ponding 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except(jt=lb)8=259,12=495. 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)56 lb down and 11 lb up at 1-11-8,20 lb down and 16 lb up at 3-6-0,20 lb down and 16 lb up at 5-6-0,177 lb down and 66 lb up at 13-2-8.65 lb down and 29 lb up at 13-6-0,and 110 lb down and 48 lb up at 15-6-0,and 177 lb down and 66 lb up at 17-3-8 on top chord,and 1670 lb down and 65 lb up at 1-6-0,5 Ito down at 1-11-8,6 lb down at 3-6-0,1670 lb down and 65 lb up at 3-6-0,6 lb down at 5-6-0,1670 lb down and 65 lb up at 5-6-0,1670 lb down and 65 lb up at 7-6-0,1670 lb down and 65 lb up at 9-6-0,1670 lb down and 65 lb up at 11-6-0,1670 lb down and 65 lb up at 13-6-0, 1670 lb down and 65 lb up at 15-6-0,1670 lb down and 65 lb up at 17-6-0,and 1670 lb down and 65 lb up at 19-6-0,and 1670 lb down and 65 lb up at 21-6-0 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:1-2=-70,2-5=-70,5-6=-70,6-7=-70,7-8=-70,1-8=-16 Concentrated Loads(lb) Vert:12=-1670(B)17=-109(F=-30)20=-47 21=-78 24=-1670(B)25=-1670(B)26=-1670(B)27=-1670(B)28=-1670(B)29=-1670(B)30=-1670(B)31=-1670(B)32=-1670(B) 33=-1670(B) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 11,111-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®conneclors This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing Iffelis always required for stability and to prevent collapse 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 Trus.,�ype Oty r y B1605:,...,z K2584328 B1605532 C01 California Girder 1 1 Reference Job io0twimal ProBuild Arlington Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc- Wed Nov 16 08:46:32 2016 Page 1 ID JXxVT_LPoiPFwbH2O0CFEIyJMyR-Ri5JAKPgTXTzOjM9MOkz?E4iAVGVg71C4uL8FHyleeb 3-6-1 0.41 4-4-1 4-4-1 •1 3-6-1 1-0-0 Scale=1:29.8 46 5 00 12 3x6= 4x6 10 11 12 3 13 ob eb 5 _ 6 Io 14 93x4 = 15 16 8 17 18 7 19 3x6 = 2x4 3x4 = 3x6= 3-6-1 48.15 4-8-15 3-6-1� dale Offsets rx-Y1— it�:ao-z.Edael t '�a?:Efd9�] 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 0.90 Vert(LL) -0.22 8 >876 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.94 Vert(CT) -0.34 8 >566 180 TCDL 10.0 BCLL 0.0 Rep Stress Incr NO WB 0.74 Horz(CT) 0.09 5 n/a n/a Code IBC2015/TPI2014 (Matrix) Weight:56 lb FT=20 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-9 oc purlins,except BOT CHORD 2x4 HF No.2 2-0-0 oc purlins(2-5-10 max):2-4. WEBS 2x4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 8-9-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=1101/0-5-8,5=1134/0-5-8 Max Horz 1=-26(LC 11) Max Uplift 1=-1 39(LC 10),5=-136(LC 11) Max Grav 1=1208(LC 29),5=1305(LC 29) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-2741/348,2-10=-2429/337,10-11=-2429/337,11-12=-2429/337,3-12=-2429/337, 3-13=-2217/285,4-13=-2217/285,4-5=-2526/295 BOT CHORD 1-14=-308/2471,9-14=-308/2471,9-15=-419/3599,15-16=-419/3599,8-16=-419/3599, 8-17=-419/3599,17-18=-419/3599,7-18=-419/3599,7-19=-246/2269,5-19=-246/2269 WEBS 2-9=0/452,3-9=-1254/134,3-7=-1442/188,4-7=0/505 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 , �M(ING 2y Provide adequate drainage to prevent water ponding. p. 110 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. . F WA. 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. 0 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except Qt=lb)1=139, 2 5=136. 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. ,p 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)248 lb down and 123 lb up at 1 54074 rAr 3-7-13,141 lb down and 42 lb up at 4-6-0,159 lb down and 80 lb up at 6-6-0,149 lb down and 79 lb up at 8-6-0,and 142 lb down and 73 lb up at 10-6-0,and 248 lb down and 123 lb up at 12-10-3 on top chord,and 31 lb down at 2-6-0,30 lb down at 4-6-0,30 lb down s CS at 6-6-0.30 lb down at 8-6-0,30 lb down at 10-6-0,and 30 lb down at 12-6-0,and 30 lb down at 14-6-0 on bottom chord, The ONAL�� design/selection of such connection device(s)is the responsibility of others. 12AtIn UBd LOADD age CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). NOVE`H1bef 17,2016 ®WARNING-Verify 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 building design. Bracing indicated is to prevent buckling of individual truss web andlof chord members only Additional temporary and permanent bracing eL' is always required for stability and to prevent collapse with possible personal injury and propody:damage. For general guidance regarding the Il fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TP11 Quality Criteria,OSB-89 and BCSI Building Component 250 Klug Circle Safely Information available from Truss Plate Institute,218 N Lee Street,Suite 312.Albupddo.VA 22314. Corona,CA 92880 Job Truss Trus..,ype �Oly Ply B16055— U1605532 C01 California Girder 1 1 K2584328 Jun,Ra(erafx.:_lgptior.4q. ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:46:32 2016 Page 2 I D JXxVT_LPoi P FW bH2000FE IyJ MyR-R i5JAKPgTXTzOjM9M Okz7E4iAVGVg71C4uL8FHyleeb LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1-15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=-70,2-4=-70,4-6=-70,1-5=-16 Concentrated Loads(lb) Vert:2=-149 4=-149 8=-13(F)3=-79 10=-136 12=-89 13=-76 14=-14(F)15=-13(F)16=-13(F)17=-13(F)18=-13(F)19=-13(F) 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[he applicability of design parameters and properly incorporate[his design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• 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 ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Mug Circle Safety Information available from Truss Plate Inslilute,218 N Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss type Qty Ply 1]11605o,,,,2 K2584329 B1605532 CJ01 Diagonal Hip Girder 1 1 ProBuild Arlington. Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc, Wed Nov 16 08:46:33 2016 Page 1 ID:jXxVT_LPoiPFwbH2O0CFElyJMyR-vvfhOgPlEgbgetxLw6FCYSd?pugdPI WLJY5inkyleea r 1-5-0 2-8-8 Scale=1.8 7 3 6 354 12 5 2 O 7 4 2x4= r 2-M r ?.8.8 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 0.39 Vert(LL) -0.00 2-4 >999 240 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.05 Vert(CT) -0.00 2-4 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0,00 3 Tie n/a BCDL 8.0 Code ISC2015[TP12014 (Matrix) Weight:8 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 HF No,2 TOP CHORD Structural wood sheathing directly applied or 2-8-8 oc purlins. BOT CHORD 2x4 HF No-2 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 cuide. REACTIONS. (lb/size) 3=37/Mechanical,2=265/0-7-6,4=19/Mechanical Max Horz 2=37(LC 6) Max Uplift3=-53(LC 16),2=-63(LC 6) Max Grav 3=44(LC 17),2=325(LC 16),4=42(LC 5) FORCES. (lb)-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.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 20.0 psf or 2.00 times flat roof load of 25,0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads_ 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)32 lb down and 7 lb up at 1-11-15 , vMING 2 on top chord,and 1 lb down at 1-11-15 on bottom chord. The design/selection of such connection device(s)is the responsibility of Q� &4 O others. AS�� 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 H 07i 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-70,2-4=-16 •O� ,�, 54074Q� G.' FC/STER� �sS�GNAI.S'uNG� November 17,2016 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-T4T9 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design into 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 BC51 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..Hype Qty Ply LB161 5�.._z K2584330 B1605532 HRC Corner Rafter 2 1 B 1a ProBuild Arlington Arlington.WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:46:33 2016 Page 1 ID:jXxVT_LPoiPFwbH2O0CFElyJMyR-vvfhOgPlEgbgetxLw6FCYSd31 ugQPIWLJY5inkyleea 9.0-14 1-5-0 5-6-6 0.2- 3-4-0 Scale=125 4 5 Ia 3.54 F12 A 3x4 3x4% 3 h 3x4 3x6\\ 6 �i 2 o� 1 i 4$fL I 11-e.0 5-6-6 15.11-10 Plate Offsets(X.YI-• j$A-Zt6,.eel LOADING(ps 2 TCLL SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP 5.0 1 0) Plate Grip DOL 1.15 TC 0.19 Vert(LL) -0.03 2-3 >999 240 MT20 220/195 (Roof Snow=2 Lumber DOL 1.15 BC 0.00 Vert(CT) -0.04 2-3 >999 180 TCDL 0.0 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 5-6-6 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 nstallation ouide, REACTIONS. All bearings Mechanical except(jt=length)2=0-7-6,3=0-2-2,4=0-8-8. (lb)- Max Horz 2=109(LC 6) 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 except 2=306(LC 1),3=347(LC 16),4=276(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.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 a live 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)Refer to girder(s)for truss to truss connections. 6)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. 7)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,2,3,4. �WNG 2 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ASff� 0 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)14 lb down and 19 lb up at 2-9-8, 14 lb down and 13 lb up at 2-9-8,80 lb down and 45 lb up at 5-7-7,and 38 lb down and 18 lb up at 8-5-6,and 47 lb down and 20 lb 0 up at 11-6-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. h 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B) LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=l 15 rOt� R 54074 Qy FOis Uniform Loads(plf) 0.< fBR� Vert:1-5=-70 ccs%N AL FAG Continued on page 2 November 17,2016 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 must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing P-M is always requued for stabd4y and to prevent collapse with Possible Personal injury and property damage. For general guidance regarding the fabrication,starage,delivery,erechoo and bracing of trusses and truss systems.see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Tmss Plate Institute,218 N Lee Sheet.Suite 312,Aleutndf"L VA 22314. Corona,CA 92880 • r� Job Truss Truss Hype Qty Ply FB16W115�.-.-\I K25943M jj�b 61605532 HRC Corner Rafter 2 1 took ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:46:33 2016 Page 2 ID:jXxVT_LPoiPFwbH2O0CFElyJMyR-vvfhOgPlEgbge[xLw6FCYSd31 ugQPIWLJY5inkyleea LOAD CASE(S) Standard Concentrated Loads(lb) Vert:5=-19(B)3=-30(6) 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 MiTekS connactom Thts design is based only upon parameters shown.and is for an Individual building component,not a Truss system.Before use,the builamg designet must verify the applicability of design Paramelers and property Incorporate this design into 0to overall buBthng design. Bracing Indicated is to prevent buckling of individual truss web and chord members only Adddlonal temporary and permanent bracing MiTek• Is akvays required for slabady and to prevent collapse with possible prusonal injury and property damage, For general guidance regarding the tabricalion,storage delivery,erection and bracing of trusses and Was systems,see ANNITP11 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safely Inforntallon available front Truss Plate Inslrrute,219 N lee Stroel.Surte 312,Alexandria,VA 22314, Corona,CA 92880 Job Truss TJ,,k-Open uype ply Ply B1605-2K2584331 61605532 J01 1 1 Job Roferattcn o Ironitl ProBuild Arlington, Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries,Inc. Wed Nov 16 08:46:34 2016 Page 1 ID:jXxVT_LPoiPFwbH2O0CFElyJMyR-N5D4bOQx?BkhF1 WXTpmR5f9E215F8CmVYCgFKAyleeZ 9.t t-J 1-0-0 1-10-15 2-0-5 Scale=1:9 6 J 5 500 12 2 o� to 6 4 2x4- 5 3.11r1 t•te,1 0• 2 i-as LOADING(psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) /dell 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 100 Lumber DOL 1.15 BC 0,28 Vert(CT) -0.02 2-4 >999 180 BCLL 0 0 Rep Stress Incr YES WE 0.00 Horz(CT) -0.00 3 n/a nla BCDL 8,0 Code IBC2015f-FP12014 (Matrix) Weight:8 ItoFT=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 Installation ouide. 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. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ila)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 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. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)31 Ito down and 19 Ib up at 1-10-3 �tAING Z� on top chord,and 5 Ib down at 2-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of F wASy� �Q others. 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard y 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-70,2-4=-16 ,p Ar Concentrated Loads(lb) �O ,QF 54074� 4,t SS�ONr\[.E�G November 17,2016 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 JTek is always required for 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 ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 250 King Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suito 312,Alexandria,VA 22314. Corona.CA 92880 Job Truss Trus., t ype Katy Ply 31605a_,2 K2584332 81605532 J02 Jack-Open 1 1 Job Referameat ProBuild Arlington. Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries-Inc, Wed Nov 16 08.46:34 2016 Page 1 ID:jXxVT_LPoiPFwbH2O0CFElyJMyR-N5D4bOQx?8khF1 WXTpmR5f9DN15F8CmVYCgFKAyleeZ -Ian 1.10.15 3AJ4 r 1-0-0 3-10-15 0.05 Scale=1-13.0 3 5.00 12 5 2 I� 0 4 2x4= 1.10-15 %10.15 a_5 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) -0.01 2-4 >999 240 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0,28 Vert(CT) -0.02 2-4 >999 180 BCDL 10.0 Rep Stress Incr YES WB 000 Horz(CT) -0.00 3 n/a n/a BCDL 0 0 '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 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=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. (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 nonconcllrrent 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. pN11NG 2/y� ��P Q WA `l0 ti O� 54074 �,� �GrsTeR� �SS�GNAL 6�G, November 17,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual[fuss web and/or chord members only.Additional temporary and permanent bracing We is always required for stability and to prevent collapse with possible personal injury and pfopnrlp40mage. Forgeneral 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,A*llagdfh,VA 22314. Corona,CA 92880 Job Truss Tru—type Qty iPly B1605:__2 K258A333 B1605532 J03 Jack-Open 1 1 Refareltce on ProBuild Arlington. Arlington,WA 98223 7.640 s Sep 29 2015 MiTek Industries_Inc Wed Nov 16 08:46:35 2016 Page 1 ID:jXxVT_LPoiPFwbH2O0CFElyJMyR-sHnSpMRZmSsX1B5kl WHgdtlOziRUlfOemsapscyleeY 1 fee 3:114 �111•� 1-0-0 3-11-4 1-10-15 Scale=1:17 2 4 it a 0 5.o0 12 3 6 .r a d (V 2 1 - 5 2x4 3.i 1.d b.i 7.4 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 0.22 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 8t3 Code IBC2015/TP12014 (Matrix) Weight,13lb 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 Installation ouide, REACTIONS. All bearings Mechanical except(jt=length)2=0-5-8,3=0-1-8. (lb)- Max Herz 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(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.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=25.6 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. ptAING Z, 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss, WA O CIO 54074 0 �� O.P �OjS'1'ER� k+ �SSIONAL���`� November 17,2016 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 wl* building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing �eL• is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the ^^ 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 True.,type oty Ply 61605:__2 K25B4334 81605532 J04 Jack-Open 1 1 Job Reference loptifi ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:46:35 2016 Page 1 ID:jXxVT_LPoiPFwbH2O0CFElyJMyR-sHnSpMRZmSsXtB5k1 WHgc1ti05iRUff0emsapscVIeeY a.41.4 y-rn z 1-0-0 3-11-4 3-10-15 Scale=121.6 5 Ir 0 4 500 12 3 v r M (V M 1 2 2X4 - 6 3.71.4 LOADING(psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 022 Vert(LL) -0.01 2-6 >999 240 MT20 185/148 TCDL 100 Lumber DOL 1 15 BC 028 Vert(CT) -0.02 2-6 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 000 Horz(CT) -0.00 5 n/a n/a BCDL 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 puffins. BOT CHORD 2x4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. [Me.IecommendsiTr that Stabilizers and required cross bracingbeintalled during truss erection,in accordance with Stabilizer In taliatton ouide. REACTIONS. All bearings Mechanical except Qt=length)2=0-5-8,3=0-1-8,4=0-6-0. (lb)- Max Horz 2=100(LC 10) Max Uplift All uplift 100 Ili 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=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. 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. 0t AlNG ZN. 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. '}SP .WAS O 0 T 54074 �cq� GlSTBR tsSr�NAL��� November 171112016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev.10/03/2015 BEFORE USE. Deetgn valid for use onlywdh MiTeln connectors This design is based only upon parameters shown,and a for an individual budding component,not A truss system 8afwo use the budding designer must venfy the applicability of design parameters and properly incorporate this design into the overall budding design Bracing indicated is to prevent buckling of individual Incas web aruHof chord members Only A wiooai tempormy and permanent bracing MiTek, is always requl bd4 r"lot day and to prevent cHapse wAh possible personal nprry and properly damage For genital guidance regarding the fabrication,storage,delivery atecnon and bracing of misses and truss systems.see ANSUTPI}Quality Crdaria,DSB-89 and SCSI Building Component 250 Klug Circle Safety IMormailon available Item Truss Plate Institute,218 N Lee Street.Suite 312.Alamildna,VA 22314 Corona,CA 92880 Job Truss Trun.. ,ype oty Ply 31605�_.z K2584335 B1605532 J05 Jack-Open 1 1 op eteren a r t ProBuild Arlington, Arlington.WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:46:36 2016 Page 1 ID JXxVT_LPoiPFwbH2O0CFEIyJMyR-KUKgOiSBXI_OVLgwbEpvA4FZn6njc6Fo?WJM03yleeX AA I.A I 6.4 3 m 1-0-0 3-11-4 2-4-15 Scale=1:18 3 4 r a a 5 00 12 3 6 M r N [V 2 oI _ s 2x4= 3,11.4 3,11.1 LOADING(psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL, in (loc) /dell L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0,22 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 IBC2015ITP12014 (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 Installation aukta. REACTIONS. All bearings Mechanical except Qt=length)2=0-5-8,3=0-1-8. (lb)- Max Horz 2=82(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=262(LC 17) 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.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. �MING 21t�_ 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �� O V^ 54074 w O� FCis ALtiNG,� 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 If is always required for stability and to prevent collapse with possible personal injury and ptoperlydsmage. 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,Akwarltlna,VA 22314, Corona,CA 92880 Job Truss Tru—Type Oly Ply B1605.._.,2 K2584336 81605532 J06 Jack-Open 1 1 ProBuild Arlington Arlington.WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc. Wed Nov 16 08:46.36 2016 Page 1 ID JXxVT_LPoiPFwbH2O0CFElyJMyR-KU KgOiSBXI_OVLgwbEpvA4FZv6njc6Fo?WJM03yleeX f e o tt t d �44,�1 1-0-0 3-11-4 0-4-15 Scale=1-13.9 3 4 ho 0 500 F12 0 m o N 2 5 2x4= 3,11.4 LOADING(psf) TCLL 25.0 SPACING- 2-0-0 CST. DEFL. in (loc) /deft Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.24 Vert(ILL) -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 00 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 4 n/a n/a BCDL g-p 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 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. All bearings Mechanical except Qt=length)2=0-5-8,3=0-1-8. (lb)- 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. (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.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. 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, OMING Zl, 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. O O T +OT+ R 54074w� �SSrONAL6�G� 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 truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual Truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N Lee Street,Suitr:312,Alexandria.VA 22314. Corona,CA 92880 [ob Truss Tru:._type Oly Ply B1605.,__� K2584337 1605532 J07 Jack-Open 1 1 Job t ProBuild Arlington. Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries.Inc Wed Nov 16 08:46:36 2016 Page 1 ID:jXxVT_LPoiPFwbH2O0CFElyJMyR-KUKgOiSBXI_OVLgwbEpvA4FaY6nYc6Fo?WJM03yleeX ��1&0 24.16 1 111A 1 1-0-0 2-4-15 1-6-5 Scale=1:9.7 3 5 00 12 5 2 �I m o Io 6 4 2x4= 1411 LOADING(ps>7 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TOLL 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)TCDL 10.0 Lumber DOL 1.15 BC 0.29 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 BCOL &0 Code IBC2015/TPI2014 (Matrix) Weight:9lb 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 Installation auide. REACTIONS. (lb/size) 3=49/Mechanical,2=215/0-5-8,4=30/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=67(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All farces 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.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 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)8 Ito down at 2-0-0 on bottom IMING 7, chord. The design/selection of such connection device(s)is the responsibility of others. P 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). F WAS 1 4 LOAD CASE(S) Standard j 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 y Uniform Loads(plf) T' Vert:1-3=-70,2-4=-16 Concentrated Loads(Ib) Vert:6=-1(B) r0� k 54074q,� Off, QCISTERe� �ssjoNAL'61Z�G 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 applicabilily of design parameters and properly incorporate this design into 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,Sufic 312,Alexandria,VA 22314. Corona,CA 92880 job Truss Tru>...type Qry Ply �J3o1h605w..L CO(00ftnal) K2584338 01605532 JOB JadcOpen 2 1 t ProBuild Arlington, Arlinglon.WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc. Wed Nov 16 08:46:37 2016 Page 1 ID:jXxVT_LPoiPFwbH2O0CFElyJMyR-oguCE2Spl36F6UF69xK8ilnm?WAILYVxEA3vwVyleeW t 1-0-0 1-11-8 Scale=1:8.8 3 5 so0 12 m 2 m 0 a 0 1 4 2x4 = 1.11-8 1.11.8 LOADING(psf) TCLL 250 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=25 0) Plate Grip DOL 1.15 TC 013 Vert(LL) -0.00 2 >999 240 MT20 185/148 TCDL 100 Lumber DOL 1.15 BC 007 Vert(CT) -0.00 2-4 >999 180 BCLL 0 0 Rep Stress Incr YES WB 000 Horz(CT) -0.00 3 nla n/a BCDL 8,D Code IBC2015/TP12014 (Matrix) Weight:6 lb FT=20 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-8 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 auide. REACTIONS. (lb/size) 3=46/Mechanical,2=175/0-5-8,4=15/Mechanical Max Horz 2=32(LC 10) Max Uplift3=-16(LC 10),2=-19(LC 6) Max Grav 3=48(LC 17),2=194(LC 16),4=34(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.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 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. �UN11NG 2 WASyf�'O C �0 54074 �� .� CISTBR' �SSIONAL��G` November 17,2016 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER 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 WOW ahvays dequeod for stability and to pdaveM collapse with possible parsorlal eilury and prppedy damage. For general guidance regarding the faWrtalion,slotage,delivery nrectidm and bracing of Trusses and truss systems,see A$MITPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safely Intomlatloo available foam Truss Prole Institute,218 N Lee Streel.Sidle 312.AlepqsaiIli,VA 22314, Corona,CA 92680 Job Truss Trull_ I ype city, Ply 81605��..zK2SM339 B1605532 Sol ck-Open 1 1 Job Referenco onal ProBuild Arlington. Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries-Inc Wed Nov 16 08:46:37 2016 Page 1 ID:jXxVT_LPoIPFwbH2OOCFEIyJMyR-oguCE2Spl36F6UF69xK8ilnm?WAJLYVxEA3vwVyleeW -1 Q� -f 1-0-0 1-10-15 0 5 Scale=1:8 7 3 5 5.00 12 2 t Io 4 f 2x4= - •A NON! 0. •S LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TOLL 25.0 1 0) Plate Grip DOL 1.15 TC 0.13 Vert(LL) -0.00 2 >999 240 MT20 185/148 (Roof Snow=2 Lumber DOL 1.15 BC 0.07 Vert(CT) -0.00 2-4 >999 180 BCDL 0.0 8.0 Rep Stress Incr YES WB 0,00 Horz(CT) -0.00 3 n/a n/a BCDL BCDL .0 ' Code IBC2015/TP12014 (Matrix) Weight:6 lb FT=20% 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 Installation de 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 Grav2=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 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 20.0psf 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 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. DOMING Z. WAS o y 0 54074 �SSrONAL November 17,2016 Q 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 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 or 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 Trua.,i ype Oty Ply 61605c_,2 K2584340 B1605532 S02 Jack-Open 1 1 Job Reference ProBuild Arlington Arlington.WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc Wed Nov 16 08:46:38 2016 Page 1 ID:jXxVT_LPoiPFwbH2O0CFElyJMyR-GsSaROTR3NE6keq llfrNFVKW2VWC4?14TgoTTxyleeV 1-0-0 1-10-15 0-fi-5 Scale=1:8 7 3 5 500 12 2 to 4 2x4= +.�a1s 2•s•n I 1.�a1s o.as LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.17 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 IBC2015/TP12014 BCOL 8.0 (Matrix) Weight:7 lb FT=20% 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 uide. 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=l1omph(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 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. PptAING 2 WA No CID 54074q,� OA �GISTER�' �sStONAL�NG` 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 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 Me . building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss syslems,see ANSIITPII Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safely Information available from Truss Plate Institute,218 N Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Tru- .ype Qty Ply B1605 K2584341 B1605532 S03 Jack-Open 1 1 Reforeme foptionall ProBuild Arlington, Arlington,WA 98223 7 640 s Sep 29 2015 MiTek Industries,Inc. Wed Nov 16 08:46:38 2016 Page 1 I D:j XxVT_LPoiP FW bH2O0CFE IyJMyR-GsSaR OTR3 N E6keq I ifrN FV KxlvX44?14TgoTTxyleeV 1-0-0 1-4-15 Seale=1:T6 3 5 oo 12 2 N O I o O 1 4 2x4— t t.4.14 1.4-15 1 LOADING(psf) SPACING- 2-0-0 CSI, DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 5 0) (Roof Snow=2 1 0) Plate Grip DOL 1.15 TC 0.13 Vert(LL) -0.00 2 >999 240 MT20 185/148 Lumber DOL 1.15 BC 0.03 Vert(CT) -0 00 2 >999 180 TCDL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0 00 3 n/a nla BCLL 0 0 " Code IBC2015ITP12014 $CD4 8.0 (Matr{x) Weight:5 Ito FT=20 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 1-4-15 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=19/Mechanical,2=160/0-5-8,4=1 1/Mechanical Max Horz 2=26(LC 10) Max Uplift3=-35(LC 16),2=-22(LC 6) Max Grav 3=19(LC 1),2=198(LC 16),4=24(LC 5) 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=25-6 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 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. �Q.OMlNG 2,c�� t-' WAS 0 0 t 54074 Ocp� O,p �GIST�RF' ��SrONAL��G` November 17,2016 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 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 miss 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,Sub;312,Alexandria,VA 22314. Corona,CA 92880 nCl)Cl)OD Z r �>7 W r c/� O0 N D ° m T D N Z D x U o I I r O r ,p ('D o � C>�G)Wpv_Z � W N o w O o c c (p m d Q m O A _ n y � � Wm nZ 71 y, e F Za4.0n° p a Nc aW CD 3 D$ -6 n> > n N � Nm n CDCo ° (7 m � ' one oN <�v_•mo m m O-co Q 3 (n n m n cr o �� .°_...�-. 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J CO r 1 >W N j J N Q U) F y m �7 mcn � (n n m m p e� '" v =i o N C o o U) . 0 �a Q p° x �/� A N (a m o VI _ �� ;9 O 0 = n N Z 0-4 O x rh m N (D o 6 p O Da mX o ;un N < D N 20 m Z J o (D 0) ° m o m (n (° N 3 4� (n Ci s .P CD N m m TOP CHORD N -• O W J d1 (71 A W N 0 -n O t0 W �I lA (n A W N y O m po J rn no Z� � °o � � ' D Nm Z ° , o °m= o m v� 0 o�° mn v ° o o Q. o mm ton �N n�_ ? mm a oc. o. ?3 �'a Qom �m o �x �° ov nQm 3 �° � mx �� mv °m (D J m J O Q w m �� x J N m m is J m ° -(n° O O p O m p J J O m N o (i •°•Q. N to Q.� f77D C m m N O m to j N (] O N J (� Q J m J m.N v N N N m J tml) m 2 m m O to N N Q a Doi to ?<a 0 TI /� ID CD m m J o o m m m m m N m J J J 2 d ° m Q m J n 7 0 °,^ ` (D V J m fD Q^' N �, `C m () O o 1Y -° 2 o J y c J Q m c ° o o m m c 9 (D o_ J a $, o s m� o 0 3 m Q �n m a o m �� �. CD = RD 0 w° - -o O m m m m m m t?� Q� v° m�m (D 3 3 2-� �o m mN.N c o m�Etmn m� 0 'Z mm ao my m m �m °.mn m ^ m °- �_- Dno oQ mm m� eo J ma 3m N m m as o (D °n ooJn mm oc 3m (nQ2 vim. Z5 Q�ma — � y �s �m fro o-� Z� �� � �`� Q'N � mQ � N ° ° v m c m rn o� m (_n -m m n� C () cn ° 3 CD o m o N J m m 5 3o m m m m o Q Jm m m ° m °m. Q C V t"m Q m - O N m Q m J N »1° J �`G 0�1 ° O O m a -N m n mn .tFnc o g _a =E; v R JQ vm a^. ;a F Q 2 m �� o.� U) �1 7 m o o o J J (D m m olll 7co �7 03 2 x O m N m n Q O m 5 3 N a m Q �m m m T1 3 CD o NN 2 "C" o m (D J 0 ry.. [O� m J n " C 3cD�D mm c—�v m o o ° J mm m� m Q Q m mo n O ` v ° cn m m tJo �' g J m 0 Z m `n ¢' 3 0 3 'm^ CD Om N Permit#1272 Address Payment Info Address 9025 171 st Street NE Receipt# 1206555 City Arlington Date 4/21/2017 State WA Paid By LGI Homes-Washington,LLC Zip 98223 Description Building Permit Payment Type Check#4375 Accepted By Kristin Foster Fees Paid Fee Fee Description Factor Total Fee Amount Amount Paid Building Permit Fee 322.10.00.00 2910.05 2,910.05 2,910.05 Building Plan Review Fee 345.83.00.00 1891.53 1,891.53 1,891.53 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:9,960.08 Date: 04/03/2026 Permit#: 1272 Perm t Date: 01/05/2017 Review Date: 01/05/2017 Perm Type: RESIDENTIAL SINGLE FAMILY Review Type: RESIDENTIAL SINGLE FAMILY Target Date: 01/19/2017 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: 0.0 Property Information Parcel#: LGI HOMES-WASHINGTON LLC LGI HOMES-WASHINGTON LLC 1 450 LAKE ROBBINS DR STE 430 9025 171st Street NE T HE WOODLANDS, TX 77380 Zoning: 111 Single Fam iy Residence - DetachedLot: 25Block: Permit#: 1272 Permit Date: 01/05/17 Permit Type: RESIDENTIAL SINGLE FAMILY Project Nam e Gregory Park Applicant Nam a LGI Horn 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: 299161.50 Square Feet: 2894 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- 9025 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 Ileted Date I nspector S tatus 06/02/2017 R20.SFR/DUPLEX Approved FINAL Plan Reviews Date R eview Type D escription A ssigned To R eview Status O1/05/2017 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 $2,910.05 Building Plan Review T able 4-2 $1,891.53 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 $9,960.08 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#4375 K ristin Foster $9,960.08 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 O1/05/2017 Lot 25-Plan 2514-Palix K ristin Foster O1/05/2017 Need valuation-waiting for contractor to receive bids. K ristin Foster Uploaded Files Date File Nam e 04/21/2017 2234574-1272 Issued Perm i.pdf O1/05/2017 2036777-1272 Application.pdf