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Plans (125) A4 /--;k2-oo 3 /-- / C'q g', L-,a.'l�S)4✓teir MR MiTekl MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: POLYGON PATIO COVERS The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K2778518 thru K2778519 My license renewal date for the state of Oregon is December 31,2017. tea ° PROPe � 0NGINEcR %D cc 89200PE 9' ,.OREGON D, kwo , <0 "_4)' 14 2 ' p-4- 'yE'R 1310- 0 ,79: •. ,yam../ "3•Ett4ei------- January 23,2017 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. e This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 6.0" IBC 2015 MAX MEMBER FORCES 9WR/DO F/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR 1-2=( 0) 36 2-5=(-47) 62 3-5=(-233) 167 WEBS: 2x9 KDDF STAND SPACED 29.0" O.C. 2-3=(-97) 82 3-9=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"0C. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -80/ 953V -32/ 96H 5.50" 0.72 KDDF ( 625) LL = 25 POP Ground Snow (Pg) -36/ 307V 0/ OH 5.50" 0.49 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.195" @ 3'- 9.5" Allowed = 0.438" 7-02-04 0-03-12 MAX TC PANEL TL DEFL = -0.250" @ 3'- 9.7" Allowed = 0.656" f f 4 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 4.00 2 MAX HORIZ. LL DEFL = 0.001" @ 7'- 2.2" MAX HORIZ. TL DEFL = 0.001" @ 7'- 2.2" M-1.5.,13 4 Design conforms to mlindforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=20.4ft, TCDL=9.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed forwind loads in the plane of the truss only. rn N N ItMIII O 5 o M-3o:4 M-1.5 3 l J• l 7-02-04 0-03-12 y y y 1-00 7-06 *<(:1 PROFF6' C5 '"G'NE�R /� 2 ,' :920OPE 9r JOB NAME : POLYGON PATIO COVERS - P2 4411 Scale: 0.5695 I I4;00• WARNINGS: GENERAL NOTES, unless otherwise noted. 110tr Truss: P21.Builder and erection contractor shook be advised of all General Notes This design is based only upon the parameters shown and is for an individual , OREGON and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the builtl ing designer. G /AO %�L '2. � e��3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and boftom chords to be laterally braced at r is the responsibility of the erector.Additional permanent bracing of 2'no and at 10 o c.respectively unless braced throughout Meir length by A V DATE: 1/23/2017 the wenn structure is the responsibility of the buiki deli continuous sheathing such as plywood sheathing(TC)and/or drywall(Sc). �/�R R fl_ V ig designer. 3.2x Impact of or lateral bracing required where shown++ fir+ SEQ. : 527 7 8 518 4.Na load should be applied to any component until after all bracing and 4 Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK designbads be applied to any component. and are for"dry condition"of use. 5 CompuTrus has no control over and assumes no responsibility hr the 8.Desig assumes full bearing at all supports shown.Shim on wedge it EXPIRES: 12/31/2017 fabrication,handling,shipment ant installation of components. 7.Design assumes adequate drainage is provided. 6.This design is fumished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center January 23,2017 TPI/WTCA in SCSI,copies of which will be famished upon requestlines coincide with pint center lines. 9.Digits indicate size of plate in in MiTek USA,Inc./Compu7rus Software 7.6.8(1 L)-E inches. 10.For basic connector plate designlues see ESR-1311,ESR-1988(MiTek) f This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF #1&BTR TRUSS SPAN 7'- 6.0" IBC 2015 MAX MEMBER FORCES 9WR/DD F/Cq=1.00 BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 SPACED 29.0" O.C. 1-2=( 0) 36 2-5=(-47) 62 3-5=(-233) 167 WEBS: 2x9 KDDF STAND 2-3=(-97) 82 LOADING 3-9=( -7) 3 TC LATERAL SUPPORT <= 12.0G. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -80/ 453V -32/ 96H 5.50" 0.72 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) -36/ 307V 0/ OH 5.50" 0.49 KDDF ( 625) M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). REQUIREMENTS OF IBC 2015 AND IRC 2015 NOT BEING MET. *4' For hanger specs. - See approved ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing. plans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.195" @ 3'- 9.5" Allowed = 0.438" 7-02-04 0-03-12f -03-l12 MAX TC PANEL TL DEFL = -0.250" @ 3'- 9.7" Allowed = 0.656" ,r 1 SEASONED LUMBER IN DRY SERVICE CONDITIONS 12 4.00 2 MAX HORIZ. LL DEFL =- 0.001" @ 7'- 2.2" MAX HORIZ. TL DEFL = 0.001" @ 7'- 2.2" M-1.5x3 9 Design conforms to ma wi ndforce-resisting M-3x5 3 - system and componentsandcladding criteria. Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Di r), load duration factor-1.6, End vertical(s) areexposed to wind, M-1.5x9 Truss designed forwindloads [II ell' in the plane of the truss only. 1F -411111111 .11111111111.1.I o Truss designed for 9x2 outlook ers. 2x4 let-ins M-315 same size and grade a structural top chord. Insurer tight fit at each end of let-in. Outlookers must be cut with care and are permissible at inlet board areas only. 0 t 1 0 2 - M-3x4 M-1.5x3 J y J 7-02-04 0-03-12 J. l 1-00 7-06 l �� O PROFFss �\� �NGINFF9 /� 'L 9200PE JOB NAME : POLYGON PATIO COVERS - P1 Scale: 0.5695 ' KO11.1"4411P WARNINGS: GENERAL NOTES, unless otherwise notetl: ill Truss: P1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual '7/ OREGON D, ,1V and Warnings before construction commences. building component.Applicability of design parameters and proper 4 2.2x4 compression web bracing must be installed where shown�, incorporation of component is the responsibility of the building designer. -71' eav �� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at /O / '4 DATE: 1 23/2017 is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout(heir length by /f 0 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood airedsheathing(TC)ereshown antl/or drywall(BC). �R R10, 4.No load should be a lied to 3.In tmpact bridging or thterel ponsibi ity of the respe co t a SEQ. : K 2 7 7 8 519 pp any component until erten an bracing and 4 Installation of truss k the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any componentand are or"dry condition.of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2017 fabrication,handling,shipment and installation of components. tisary' 6.This design is furnished subject to the limitations set lode by 7.Design assumes adequate drainage is provided. 6.Plates shall be located onboth rlines of huss,and placed so their center January 23,2017 TPIANTCA in BCSI,copies of which will be famished upon request lines coincide with pint center lines. 9.Digits indicate size of plate in in MiTek USA,Inc/CompuTrus Software 7.6.8(1 L)-E inches. 10.For basic connector plate designvalues see ESR-1311,ESR-1988(MiTek) Symbols Numbering System A General SafetyNotes PLATE LOCATION AND ORIENTATION 13/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property WEI4 offsets are indicated. I (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 4 U-�16" 2. enwideTruss trussbracing spacing,must individualbedsig lateraledbyan bracesengineer.themselves For may require bracing,or alternative Tor I iig Ilkillirlitei 0 bracing should be considered. r U 5 3. Never exceed the design loading shown and never 0 stack materials on inadequately braced trusses. I— p 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate O7.8 C'7 O5b desi ner,erection supervisor,property BOTTOM CHORDS other P P P rtY owner and plates 0- 'ht from outside all interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each � . This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that Indicated by symbol shown and/or SYP represents values as published specified. by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. %.•••'•- 15.Connections not shown are the responsibility of others. Indicates location where bearings \\y16.Do not cut or alter truss member or plate without prior f1 (supports)occur. Icons vary but reaction section indicates joint ©2012 MiTek®All Rights Reserved approval of an engineer. ® number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. ®® !VIII4 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TP11: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. isnot sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ■(\�I/i.K1 ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 4 s-7--)-0/) --, c coq D K Sw ik_s�r� LEGEND: SANITARY SEWER Pati li�/ 3507 .• STORM DRAIN U mnattn: 34D.6� ± w— WATERLINE II` — —— .. M MANHOLE n CATCH BASIN DATE 6,16,200 REvioNs — r _ _ . _ I STREET LIGHT w ro Ro. aDEscRn.. '.-2950 ;.... 00'-, STRAW WATTLE PERIMETER �� I 37 I'. I'• I I I EROSION CONTROL -A •410. FLOW DIRECTION ARROW a r I I O STREET SECTION,SEE rr �•"yJ3-� CONSTRUCTION DOCUMENTS 5 62 \ I I ...,.... ...._ ',,.... _........ . ; ' ; 5,000 SF 1 8 I SETBACK SUMMARY . 1 .- ', 8 BUILDING:3B I I E1 I ,._. FRONT SETBACK: 12 FF=343.44 SIDE SETBACK: 3' � I I STREET SIDE SETBACK: 8' II 8.010, I FRONT GARAGE SETBACK: 20' 5.00'} I FRONT PORCH SETBACK: B' GARAGE I REAR SETBACK: 15' E I I N � REAR COVERED PATIO SETBACK:10' 1 �._, 6.00' PORCH L-- s t x PUE,nP. ., __ LOT COVERAGE 1 _.z000 — RIVER m ,.....„..;'.:.„„. .,,,_;•..---\-„,-„.„ -� -12.90 - --- Z--- LOT AREA: 5,000 SF • 1400 0.22.3, �� TERRACE w j / s� ` BUILDING FOOTPRINT: 1,569 SF EAST , /; , P - �' COVERED PORCH: 161 SF t [n A" WATER METER � , \ SANITARY LATERAL R COVERED REAR PATIO: 144 SF ''o / �, (1)ROHHANI EUROPEAN BEECH/ ' 1 CANTILEVER LIVING SPACE: 20 SF FAGUS SYLVATICA © `�STORM LATERAL 82 o _ DECK AREA: 0 SF PLOT PLAN T. I ti 8 \ .,_ ,SW LI.ARKSPRI v LANE �I ::: 17Ikal 2,466 SF E L POLYGON NORTHWEST(503)221-1920 e 2S1 W6 LOT 62(R-7,STANDARD) p SCALE D. RIVER TERRACE EAST I� 16909 SW LARKSPRING LANE ""`" 20 FEE! 6X6 6X6--\_ -, I U O i-NF N U- "5 0I- 0 -0 a Z5 ix 137" i (2)TRIM 21%" Q Q STUDS f °® ONW WNW E.A. END HDU HDL4 HDU• r T •. A ADJ CENT /,',',---`, \ Ir I I WINI OWS 1 2X: KING MAIN LEVEL SHEARWALLS Plan 3 UPPER LEVEL FLOOR FRAMING 1/4"=1'-0" ENGLISH REVIVAL-Optional Roof at Patio PATIO WIDTH VARIES PER LOT ` r P9 q - .I c,_ i Patio 1010 , . 37,-0" b Li w ,1 . 13'-0 5'-0" . 6�_1 9'-5%4" H+ tT-6Y4" 4.-53 " I 4• 1- - 1M I I 7-0 5-O ROX SL I ii C-77° 12 n� Plan 3. MAIN LEVEL PLAN 1/4"=1'-0" ENGLISH REVIVAL-Optional Roof at Patio 37'-0" 6x6 PT 3/4:f: PATIO WIDTH VARIES PER LOT ;3/" 19•_0" `' POST 6x6 PT POST °0� r--J ® THICKENED L l SLAB EDGE w 0 0 31" CONC. SLAB 5'-0" 1 100 th W it j I H W a Z� §12, ^ T.4.S.�'� cip -0-71/2" 1 HDU4 P3 14 —4I r v HDU4 7, 1 F -1 ---I r F---- 17 I L-4--J _2y4" -1144" L—i_—J Plan 3, FOUNDATION PLAN 1/4"=1'-0" ENGLISH REVIVAL-Optional Roof at Patio PROJECT NAME: River Terrace ARCH. JOB NO.: 1503 BULLETIN DATE: 03-21-16 SCALE: 1/4" = 1'-0" PAGE: PREPARED BY: Alexia Fukui REF. SHEETS: A2, A5 & A6 MA-10 This bulletin is a stand-alone document. Referenced sheets posted at online plan center have NOT been updated typically. I 7 \ I I I If II I CO COI g 4 : 12 co I , 18'-0" ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS PLACEMENT ONLY REFER POLYGON NW 04/10/17 TRUSS CALCULATIONS ADO ENGINEERED STRUCTURAL t: PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHERC , ., er 3 PLAN PATIO ADD INFORMATION.BUILDING DESONSIBLE FOR OF RECORD PLAN: RESPONSIBLE FOR ALL NON-TRUSS DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER OF RECORD TO CHECKED BY: REVIEW AND APPROVE OF ALL 4RUSS C Q M.PA N Y DELIVERY LOCATION: SCALE REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. - 3/16"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. Am 37.4). r V= 1V-5" C4 7 --,-- i A 1 6. I IA\mir NI AN I Er- . ll I II Plir 44.61. NI I IllreAriffAlIMMI ...1? gr.• I C3 (8) 11./ Ali. Nid I Kr AG\ 11 I or AI. 1 I ..§ 111111=1 ...k. ..- .0. 7...4 I 7...4 es as I 6:12 I C2 11 I I I I I I I I I c IM11.111111111.1.1.1 t , 1 . 1 6: 2 6:12 131 6I:" 3 (2) i 1 IMI 6:12 OD ..1? / / Al I IN- I ErimmEI Fr CONFORMS TO DESIGN CONCEr GARAGI 11111111111111111111111111 ____ D1 El CONFORMS TO DESIGN CONCEPT WITH 141-2" 0 CONFORMS TO DESIGN CONCEPT REVISIONS ac SHOWN I- I- 11.4r I El CONFORMS TO DESIGN CONCEPT WITH '—'REVISIONS NOTED 25-6" El NON-CONFORMING-REVIli AND RESUBMIT 4 0 NON-CONFORMING—REVISE&RESUBMIT 1T-3 1/r ENiS SHOP DRAW,NE HAS REEN RRDEViED FOR GR*ERAL DONEOINAANEE THIS SHOP DRAgING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE k I W I 1 H.,LEE,S,M,,a),! p,,0,1r_ AND 20ES_I,C,T.PiEvE BUB THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE =========== FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE Willi THE ER,ORRY OVER Ert:F SHOE DRAVAER DESION DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY By Alexia Fukui _ Date. 9/22/14 OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. MIEBRANDT ARCHITECTS By: Todd R. Eaton Date: September 19, 2014 CT ENGINEERING INC ©Copyright CompuTrus Inc.2006 BO'ILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 07/25/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND - ENGINEERED STRUCTURAL PROJECT TITLEREVISION-1: DRAWINGS FOR ALL FURTHER PLAN 3B INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD peed 1.2,ik umber PLAN. DRAWN BY REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 3-B / CHECKED BY: DESIGNER/ENGINEER OF RECORD TO . REVIEW AND APPROVE OF ALL & TR US-S ',It COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. —. 1/8"= 1' 1 All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. Q CONFORMS TO DESIGN CONCEPT a CONFORMS TO DESIGN CONCEPT CONFORMS TO DESIGN CONCEPT WITH 9r-1� REVISIONS NOTED 1 CONFORMS TO DESIGN CONCEPT WITH ❑ I] NON-CONFORMING–REVISE&RESUBMIT REVISIONS AS SHOWN THES SHG,DRAWING HAS BEEN RE'V'IEWED OR GENERA CONFORMANCE 37'40' ❑ NON-CONFORMING—REVISE AND RESUBMIT •dr=rH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE FABRIGi/ORNEN DOR OF RESPONseurf FOR CONFO0000CE WOO LESIGN D?AWING"a.S ECIRCA`10NS,AND APPLICABLE CODES.ALL OF WHICH HAVE THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE PRIORJY OVER THIS SHOPDRAIONG. FITH THE DESIGN CONCEPT LE V AND DOES NOT R L`_'VE THE By Alexia Fukui Date 9/22/14 FABRICATOR„VENDOR OF F.ESPOIISIBILITY FOR C".F RB,ANC'E WITH THE MILBRANDT ARCHITECTS DESIGN DRAWINGS AND SPECIFICATIONS ALL r RICH HAVE PRIORITY C OVER THIS SHOP.ADoTNG. CONTRACTOR E LL VERIFY ALL DIMENSIONS. V- 161-5" Sy: Todd R. Eaton Date: September 19, 2014 CT ENGINE RIN INC lI \\1. . \\ - A T I\\&\\\\'� Ikt&. \ 1 ak X c3 AME PDX X1111111111111111, I\\\\MIS\\\\ 4 IIIMIIIIIIIMINEFAIIIIIIIIIMINII 111111),m, 6:12 � I A, c2 11 I AMIIIIIIIIIIIIIIIM I AIIIIIIkvmmmmmmmmm I c c2 - IIllaf 1UU W �s I - , :12 Al ET (3) J--- Ir . 1 11-r D1 -I 14'-26 ,1 2s-6” a 1T-31/2' '' ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW07/25/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL ill '''A PROJECT TITLE REVISION-1: DRAWINGS FOR AL LDRTHER � I PLAN INFORMATION.BUILDING PLAN 3B DESIGNER/ENGINEER OF RECORD , RESPONSIBLE FOR ALL NON-TRUSS _T PLAN: DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING 3-p pp CHECKED BY: DESIGNER/ENGINEER OF RECORD TO '-;\' PA A .. REVIEW AND APPROVE OF ALL NY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. T 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-119_UP Fax 916/676-1909 3B The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R41832580 thru R41832590 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. ��0, 0 PROre (� Ssi 5GIN � /p 2 870 2PE f �r" iv -71,0"�y, OREGON 4Q 40 ©S A. HE EXPIRES:06/30/2015 April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. ..... let MiTeke MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 9161676-1900 Fax 9161676-1909 Re: PL14-119 UP 3B The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R41832580 thru R41832590 My license renewal date for the state of Washington is January 2,2015. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. tONIO 0% 01 WAS:titiv 44:7., /} f 70 49639 ' ,k Qrsig- April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply 3B R41832580 PL14-119_UP F01 Floor 17 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:04 2014 Page 1 ID:SygD?CTgSFZS)SNcS1 ttIDzR3Xv-56BGEXseHTkmRQM5zYoyovnQnBWx5h?SixgeVBzOQRz I 2-6-0 10-10-2.11 1-2-0 11 0-11-2-1 Scale=1:32.8 1.5x3 I I 3x6= 1.5x3 II 3x4 = 1.5x3 II 3x4 = 3x4= 1.5x3 I 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 • �I / \ /o o\a / o 1 17 16 15 14 13 12 3x4 = 3x8= 3x6= 1.5x3 I I 1.5x3 I I 3x8= 3x4 = 12-6-2 I 11-4-2 18-9-12 b-7-010-70I I 6-3-10 Plate Offsets(X,Y): 16:0-1-8,Edgel,17:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.29 15 >767 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.79 Vert(TL) -0.46 15-16 >483 360 BCLL 0.0 Rep Stress Ina YES WB 0.66 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:85 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=822/Mechanical,11=822/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 'ONTO TOP CHORD 2-3=-2976/0,3-4=-2976/0,4-5=3689/0,5-6=-3689/0,6-7=-3386/0,7-8=2944/0,8-9=-2944/0 fir fir, BOT CHORD 16-17=0/1772,15-16=0/3588,14-15=0/3386,13-14=0/3386,12-13=0/3386,11-12=0/1775 �$ �v 41ASij} '4 WEBS 2-17e_1913/0,2-16=0/1299,4-16=660/0,4-15=57/292,5-15=281/0,6-15=62/602,9-11=-1916/0,9-12=0/1262, { �{ 7-12=756/0 I Q 'It!'r o 01 NOTES ' 1 N 1)Unbalanced floor live loads have been considered for this design. 4 2)Refer to girder(s)for truss to truss connections. r'3r 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/ 1. d rPI 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 �(� ' 6 � be attached to walls at their outer ends or restrained by other means. �, I8T01 LOAD CASE(S) Standard S'sx'ONAL 0 �,c\I, :D PROF . s1S' <,„< �CNG(N F9 /0, 870 2PE ckt 7��'flj, OREGO, e,tU 00,s847.80.6::; `S & HE P EXPIRES:06/30/2015 April 22,2014 9 8 a WARNIM Neardea(yn r,vzinemrs uxd READ NOTES CN THIS AND MUM 1417E:C REFERENCE MOA MIT 7 473 see.1;12t/20148- E81SE Ia. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of theMiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Galeria,059-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 1HSmuttern.Pinej5P)1aemtsec is sposi#ied,the designs'atues arcthaseetectiue O61Q3I100 3 by1415C Job Truss Truss Type Qty Ply 3B R41832581 PL14-119_UP F02 FLOOR 5 1 Job Reference(notional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:06 2014 Page 1 ID:SygD?CTgSFZSjSNcS1ttIDzR3Xv-1UJOfDuup4_UhkVT4z2QtKspB?L1ZhZ19E9kZ4z0QRx I 2-6-0 1-9-8 1-6-0 1-1-12 2-5-8 1-2-0 2-0-8I 1 11-4-01 Scale=1:37.5 1.553 II 1.5x3 II 1.5x3 II 3x6= 1.5x3 II 3x6 FP= 1.553 II 1 2I II 1-2-0 II II I I II II 3 4 5 6 7 8 9 10 e1 12 13 N 141;16 e 0 o I— ; o 23 22 21 20 19 18 17 16 15 14 1.553 I I 3x5= 3x6 FP= 1.553 II 3x8 = 3x6 = 12-7-4 8-8-12 1 11-5-4 12-0-41 I 17-4-12 I 71-5-12 1 1 8-8-12 2-8-8 b-7-00-7-0 4-9-8 4-1-0 Plate Offsets(X,Y): f4:0-1-8,Edgel,17:0-1-8,Edgel,116:0-1-8,Edael.122:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.04 22-23 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.23 Vert(TL) -0.09 22-23 >999 360 BCLL 0.0 Rep Stress Ina- YES WB 0.27 Horz(TL) 0.01 15 n/a n/a Weight:99 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER BRACING TOP CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.18Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS All bearings Mechanical except(jt=length)19=0-5-8,15=0-5-8. (Ib)- Max Uplift All uplift 100 lb or less at joint(s)14 Max Gray All reactions 250 lb or less at joint(s)14 except 23=366(LC 14),19=756(LC 3),15=752(LC 14) S*�OT fo / FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. o 7 W/1&l�l� TOP CHORD 2-3=-700/0,3-4=-700/0,4-5=-304/27,5-6=-304/27,7-8=468/0,8-9=468/0, Ct C>, 9-10=0/571,10-11=0/571,11-12=0/566 �' , BOT CHORD 22-23=0/653,21-22=0/700,20-21=0/700,18-19=0/468,17-18=0/468,16-17=0/468, 2 t,4 15-16=22/297,14-15=-286/61 WEBS 6-19=504/0,2-23=705/0,4-20=-540/0,6-20=0/535,7-19=642/0,9-15=821/0, 1. 12-14=66/308,12-15=-057/0 sd 4 49639 4/ NOTES �`' ISIV- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 'ZONAIJ 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)14. 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. P R 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 0:0 Open be attached to walls at their outer ends or restrained by other means. ,ti\ GINE - s5'/0 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard 1 ik.L" 'V 87Q22P '- 5.-7 -c>„ OR GON r;c3,1t/ '90 c BES .4'' 4- A H'�4�P EXPIRES:06/30/2015 April 22,2014 W.4SNlt .Verity de=Fgn pa snorers sad REAS N NES ON THIS AM MIMED kfa7TSREFEREf "AGEE Mr7-7413;e%1,125/201&BERME USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �� Applicability of design parameters and proper incorporation of component is responsibility of building designer not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the iA A�T�IRr- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IY1 B fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,056-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Informafion available from Truss II 4ruuchhans Pine ISPjtumisur is specified,aherdfesign.values are'Otiose etfaIettsw 06/01.12.01 3 byALSC 22314. Citrus Heights.CA,95610 Job Truss Truss Type Qty Ply 3B PL74114_UP F03 Floor 5 1 R41832582 Pacific Lumber&Truss Co., Lake Oswego,Oregon Job Reference(optional) 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:07 2014 Page 1 ID:SygD9CTgSFZSjSNcS1 ttIDzR3Xv-VhtOtZvWa06LIu4gegafQXPz40jzl9buOuu16WzOQRw 2-5-4 I 1-2-0 I I 2-0-8 1 2-6-0 1 1 1-4-4 1 Scale=1:22.2 1.5x3 11 3x4= 1.5x3 11 3x4= 3x4 11 3x4= 1.5x3 11 1 2 3 4 5 6 7 _ a o I N ' 1.011111.11.11.111.111111.111111.1111111---- — -41111/— C N e e 71 e �/ o 1� 11 10 /X\ 8 3x4= 1.5x3 11 3x4= 3x8 = 3x4= 3-11-12 1 2-81 3-31 13-10-4 II 8-7-12 8�� 12-9-0 I 2-8-4 0.7-0 0.7-0 0.Y-h 4-8-0 0.1-h 3-11-12 Plate Offsets(X,Y): 12:0-1-8,Edge),110:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.05 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code IBC2012fTP12007 (Matrix) Weight:58 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.l&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:8-9. REACTIONS (lb/size) 12=317/0-2-8 (min.0-1-8),8=55/Mechanical,9=738/0-5-8 (min.0-1-8) Max Uplift8=-66(LC 3) Max Gray 12=321(LC 3),8=143(LC 7),9=753(LC 8) ytONJO `L" FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. C)CP � t3I TOP CHORD 2-3=565/0,3-4=-565/0,4 5=0/538,5-6=0/533 BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 n , -.., WEBS 2-12=610/0,4-9=841/0,6-8=123/255,6-9=-444/0 k �1. NOTES 1)Unbalanced floor live loads have been considered for this design. a 2)Refer to girder(s)for truss to truss connections. „d r Fg 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. ,f, ¢�6 k7 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8. fir s - I to " 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. t NAL O 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. LOAD CASE(S) Standard �� O PRap,�s `r 842PE / { yvo , GREG© o Q1v C' �'0$ER '' EXPIRES:06/30/2015 April 22,2014 4 4 WARNING.Verity ties mparamc&rsaAdREAPhOIS ON THIS AM mattED PUTEK REFERENCE PAGE MT7473mI 125/2klfi sREUSE �� Design valid for use only with MiTek connectors.Tho design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTele fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quaity Criteria,USB-89 and SCSI Building Component Safely Intorafion available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane,10 109 m 1t5authern.Pirie(W)d4444142444'is spesifia.,i,the design vetaras acethose e4fective 0001/21113by ht5 Citrus Heights,CA.956 Job Truss Truss Type Qty Ply 3B R41832583 PL14-119_UP F04 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon7 510 s Jan 13 2014 MITAIndustries,Inc.Mon Apr 21 15:41:08 2014 Page 1 ID.SygD?CTgSFZSjSNcS1 ttlDzR3Xv-ztRn4vV8LhFCw1fsCO5uylx86o2X1 cal dYereyzOQRV I 2-6-0 0-8-4 I I 1-2-12 1 1 1.6-0 I I 1-2-0 I I 1-4-4 I 1-3-0 I Scale=1:18.3 1.5z3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 I I 1 2 3 3x6= 4 5 6 7 8 o e o o — — 0 \-- N z7777„, ..,,NNNNNNI,_i -- O eit N 7y{ ° o e 14 12 11 103x4 = 9 3x5= 1.5x3 I I 3x4— 3x4= 3x6 I 3-2-810-6-12 I I 3-2-8 7-4-4 Plate Offsets(X.Y): 15:0-1-8,Edgel,110:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.01 9-10 >999 480 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.02 9-10 BCLL 0.0 Rep Stress Ina" YES WB 0.24 Horz(TL) 0.00 9 n/a n/a Weight:51 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TPI2007 (Matrix) LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 13=559/0-5-8 (min.0-1-8),14=81/Mechanical,9=278/Mechanical Max Uplift14=19(LC 4) (� Max Gray 13=559(LC 1),14=131(LC 8),9=282(LC 4) i rut FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. v QN, TOP CHORD 2-3=0/260,5-6=-429/0,6-7=-429/0 , L BOT CHORD 12-13=260/0,11-12=0/429,10-11=0/429,9-10=0/291 ir f `w rtS WEBS 3-13=330/0,2-13=306/0,5-12=-286/0,3-12=0/470,7-9=-372/0 N NOTES I kis sg ,-d _ 1)Unbalanced floor live loads have been considered for this design. t,P 4, 49639 2)Refer to girder(s)for truss to truss connections. r# 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)14. 0� 4b.IS,S1' 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/7P11. Cj 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 ',f"O L be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard t' PROF ` S wc,� �cGINE— v1'j0 87022P, <' . 1 Cki - -0), OR GON cit? 4/ CA9A. Hp' EXPIRES:06/30/2015 April 22,2014 A WAycf1PF$a-tfer p*lip pram rs a:;d REM t IES ON WISAND iftaf.7`£D IT REFEREE:.c PAGE MI 7473 mc 1/29/20148P USE 11111 is Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the IYI�Ie R' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Lane,Suile 109 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quarly Criteria,DSB-89 and SCSI Building Component 77777s Greenbackea,CA,ne,Su Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Ii5aiuthern£>iate9SPI lumber is sgsttiFaed,the design values aro Obese etfestiva 06/0112013 by A SC Job Truss Truss Type Qty Ply 3B R41832584 PL14-119_UP F05 FLOOR 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:D8 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttlDzR3Xv-ztRn4vv8LhFCwlfsC05uylx4doyH1 a31 dYereyzOQRv l 2-3-12 I I 1-2-0 I l 1-0-0 I 2-6-0 Scale=1:21.9 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I l 3x4= 1.5x3 II 1 2 3 4 5 6 7 0 0 — 1101111111111111111°11111111111111111°—411111111111111111111111111111111111111111111111111111111111111 N 4/— P e �y o a 12 11 10 9 8 3x4= 1.5x3 II 3x4= 3x6= 3x4= l 12-7-4 12-7-4 Plate Offsets(X,Y): f2:0-1-8,Edge),f10:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.14 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.50 Vert(TL) -0.21 9-10 >707 360 BCLL 0.0 Rep Stress!nor YES WB 0.34 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 56 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 12=549/Mechanical,8=549/Mechanical FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 10NIO, TOP CHORD 2-3=-1204/0,3-4=-1204/0,4-5=1646/0,5-6=-1646/0 BOT CHORD 11-12=0/1204,10-11=0/1204,9-10=0/1560,8-9=0/1109 WEBS 3-10=0/263,2-12=1310/0,6-8=-1198/0,6-9=0/579,410=-545/0 C ,o '9, NOTES 4a ij � 0 1)Unbalanced floor live loads have been considered for this design. 4 I x N 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. +0 r? 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 4i 4963 be attached to walls at their outer ends or restrained by other means. ,rt' fit' Esc LOAD CASE(S) Standard `1ONALG 4.c'ik P R a,r��,� c.'`c' _NGt NEk-4, 1p w 87022PE 9f- %j, GREG N ep 40 YAC' c, ER \ ‘..QQS A HP EXPIRES:06130/2015 April 22,2014 i it ®64.kNZ/#3.Way design parankarsaa:-iREAD ht2TES ONTHISAMIMIMED/4I EKREFEIItr4Es((4G1(117413,.4Val 24.14 BEMLSE MIMI Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 1/111 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the !Alibi(' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 QuaBly Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Sheet.Suite 312,Alexandria,VA 22314. Carus Heights,CA,95610 if Seuxhern.Pine WI lumbar to afweitied.the sfesisc uatues are:thuse effe?_tivta 06/03/203 5 by.ALSC Job Truss Truss Type Qty Ply 38 R41832505 PL14-119_UP F07 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15.41:10 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttlDzR3Xv-wGZXVaxPtJVw9LpFJp7M1 Al UfcjZVXGK4s7yirzOQRt I 2-6-0 I 0-9-8 1 1 1-2-0 1 1 0-9-4 I 2-0-0 I I 2-5-8 I I 1-2-0 1 1 1-11-0 I Scale:1/2"=1' 1.5x3 II 1.5x3 II 1.5x3 I I 1.5x3 I I 1 2 3 4 5 6 7 8 9 e a v • o a ° iiiii O / N e e e a e e 11 16 15 14 y/ 12 11 3x8 = 1.5x3 II 1.5x3 II I 3-6-8 14-1-8 1 4-8-8 1 7-8-12 I 10-5-4 111-0-4 111-7-4 1 13-9-4 I 3-6-8 0-7-0 0-7-0 3-0-4 2-8-8 0-7-0 0-7-0 2-2-0 Plate Offsets(X,Y): 17:0-1-8,Edoel,F8:0-1-8,Edoel,[14:0-1-8,Edoel.115:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.02 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.04 15-16 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.01 10 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:64 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 16=307/Mechanical,13=670/0-3-8 (min.0-1-8),10=223/0-2-4 (min.0-1-8) Max Gray 16=328(LC 10),13=672(LC 9),10=236(LC 4) 1ONIO FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. t, 444 TOP CHORD 2-3=-570/0,3-4=-570/0,4-5=570/0,7-8=-314/0 0G, 0 A BOT CHORD 15 16=0/567,14-15=0/570,13-14=0/466,12-13=0/314,11-12=0/314,10-11=0/314 WEBS 2-16=612/0,5-13=-595/0,5-14=0/291,7-13=-488/0,8-10=-353/0 i h� G Y6 NOTES %,.----' I 1)Unbalanced floor live loads have been considered for this design. er 2)All plates are 3x4 MT20 unless otherwise indicated. rd � +� 3)Refer to girder(s)for truss to truss connections. \ 49639 4tit" 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. �0 j"`�`��`��\-��f 5)This truss is designed in accordance with the 2012 international Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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 `.V,s, be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard ,�'Ntp P RQp �,ca N�lNE�9 f�9- 87O22P, i Ckt 5.y �-0 OR GON (1`' Ltr A. NFA EXPIRES:4&3012015 April 22,2014 A wARmys.Verify Alto raramSrs a 1 READ EDITS ON THIS ANT TTWEEK REFERzENa P ST Nfl 1413 ors 1/29/2T1EBEMUSE Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 111 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the ■A�T�1�IC' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding �V1 ( fabrication,quality control storage,delivery,erection and bracing,consult ANSI/8M Quarry Criteria,001-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Intormaftonp��/.�available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine t'SPI$umber it specified,rico detige volute.ore Thece efte£tive 08f01/3481$byA SC Job Truss Truss Type Qty Ply 3B R41832586 PL14-119 UP F08 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:11 2014 Page 1 ID:SygD?CTgSFZSjSNcSIttIDzR3Xv-OS6viwy1ecdnnVORtWebaNZcoDVMErXUJWsVFHzOQRs 2-6-0 I 1 1-0-10 II 1-2-0 1 1 0-11-2 1 Scale=1:33.2 1.5x3 II 3x6 = 1.5x3 I I 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 1I 3x6 = 1.5x3 II 1 2 3 4 5 6 7 8 9 10 fV / \ :r: B 1 16 15 14 13 12 3x4 = 3x8= 3x6= 1.5x3 I I 1.5x3 II 3x8= 3x4 = 12-8-10 I 11-6-10 1%117101 1 19-0-4 I 11-6-10 0-7-0 0-7-0 6-3-10 Plate Offsets(X,Y): 16:0-1-8,Edgel,17:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.31 15 >738 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.48 15-16 >469 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 86 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=831/0-2-8 (min.0-1-8),11=831/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. n 44, Y%O rIa TOP CHORD 2-3=-3020/0,3-4=3020/0,4-5=-3781/0,5-6=-3781/0,6-7=-3451/0,7-8=2988/0,8-9=-2988/0 BOT CHORD 16-17=0/1795,15-16=0/3655,14-15=0/3451,13-14=0/3451,12-13=0/3451,11-12=0/1798 cj Q RtAS WEBS 2-17=-1937/0,2-16=0/1323,4-16=-685/0,4-15=28/296,5-15=-266/0,6-15=69/599,9-11=-1940/0,9-12=0/1285, ,� 4 Q Y 7-12=786/0 rte + NOTES ` _' k Gs' N 1)Unbalanced floor live loads have been considered for this design. to. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)17. fe)'r 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 0 49639 4t 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 Q 9Is1 ' be attached to walls at their outer ends or restrained by other means: LOAD CASE(S) Standard "' ��,` p PRO F0 NG cl'i �q 8 ! 2PE ,9 {' CP y �� OREGO rQ 4s/ x41 448 AN AN ,,s, A_ HER EXPIRES:06/30/2015 April 22,2014 ®WAWM77 3-Verify desls7n pram a d READ WITS ON WS Ale noon HOEK REFEBEEICE PAGE mf71.MB teL 1/25/JW.8ETO0EUIST moo" Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the �t erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MITeI fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,051-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Gate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If-Southern.Pint(SP1/14.1111 bet isoGacifiaa4 the ttesdgavalues are Those effective 06/03/2010 by MSC Job Truss Truss Type Qty Ply 3e R41832587 PL14-119 OP F09 Floor 3 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 5 Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:11 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttlDzR3Xv-OS6viwyl ecdnnVORtWebaNZcnOvLErWUJWsVFHz0QRs 1 2-6-0 I 1 1-0-14 II 1-2-0 II 0-11-21 Scale=1:33.2 1.5x3 I I 3x6= 1.5x3 I I 3x4= 1.553 II 3x4= 3x4= 1.5x3 II 3x6 = 1.5x3 II 1 2 3 4 5 6 7 8 9 10 e ' ///s o _ id0000r ® o _ N e e e lic4, 1 16 15 14 13 12 3x4 = 3x8= 3x6 = 1.553 II 1.5x3 II 3x8= 354= 12-8-14 0-t- yI 19-0-8 0 I 11-6-14 'I 11-6-14 o-7-0 0-7-0 6-3-10 Plate Offsets(X,Y): 16:0-1-8,Edael,f7:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.31 15 >735 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.48 15-16 >468 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.07 11 n/a n/a Weight:86 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TPI2007 (Matrix) LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=832/0-2-12 (min.0-1-8),11=832/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. yrtONrO N TOP CHORD 2-3=-3025/0,3-4=3025/0,4-5=3791/0,5-6=-3791/0,6-7=3457/0,7-8=2992/0,8-9=2992/0 WAS BOT CHORD 16-17=0/1797,15-16=0/3661,14-15=0/3457,13-14=0/3457,12-13=0/3457,11-12=0/1800 C? O� jy, WEBS 2-17=1940/0,2-16=0/1326,4-16=687/0,4-15=25/297,5-15=265/0,6-15=69/600,9-11=-1943/0,9-12=0/1287, 1J X44' - 4�ry 7-12=789/0 `f G t� NOTES _ l 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)17. ed 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. b 1' 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 Q,A; .,, r�TIlr- Q be attached to walls at their outer ends or restrained by other means. G �iONA:L LOAD CASE(S) Standard ,v PRQp1- N ,... ESR �, 87022PEr { >v y Aj, OREGO cls,„,44i9C `�M { E3ER \� P EXPIRES:06/30/2015 April 22,2014 P 4 A WARICVS i Way deEinpram.,mrsaidREAD M3TES 0HMIS AND I AXED 141TEK REFEREPa PAGE 1411.7473;cix1,125/1014 BEr-A,tE USE Mg Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer not truss designer,Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the ■A�Te1�" erector.Additional permanent bracing of the overall structure is the responsibility of the bulldog designer.For general guidance regarding MiTek' IL fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quallly Criteria,SSB-B4 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Infornralton available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine/SPj Lumbar is specified,tree+deuign.uafues are'Mose effect-Me 06603,12013 tayALSC Job Truss Truss Type Qty Ply 38 PL14-119_UP F10 Floor 5 1 R41832588 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.51D s Jan-13 2014 Mitek Industries,Inc.Mon Apr 21 15:41:12 2014 Page 1 ID:SygD?CTgSFZSjSNcS 1 ttIDzR3Xv-segHwGyfPwlePfzdRD9g7b6p?PMBzOodYAc3njzOQRr 1 2-6-0 I I 1-48 1 1 1-2-0 I I 1-3-0 I 1-6-0 Scale=1:18.9 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 4 5 6 7 y a ° e o 0 a e " s e 1. 11 10 9 3x4= 8 3x6 = 1.5x3 II 3x4= 3x4= I 6-9 0 9-0 1 7-4-0 1 7-11-0 1 10-11-0 I 6- 0-7-0 0-7-0 3-0-0 Plate Offsets(X,Y): 14:0-1-8,Edge1,19:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.06 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.38 Vert(TL) -0.10 11-12 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight 50 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 12=475/0-4-8 (min.0-1-8),8=475/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. y1ONIp TOP CHORD 2-3=-1280/0,3-4=1280/0,4-5=1062/0,5-6=-1062/0 BOT CHORD 11-12=0/925,10-11=0/1062,9-10=0/1062,8-9=0/6240 � i WEBS 2-12=-998/0,2-11=0/384,4-11=-21/333,6-8=-750/0,6-9=0/566 f,_ L �y NOTES r * G'21 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)8. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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 '�,�� 49639 � y be attached to walls at their outer ends or restrained by other means. 4 LOAD CASE(S) Standard '1ONAL �c P R OFFS ,\..'cti �i �FR >o� 4t 8 . 2PE ,,v' -y. ,>, OREGO v r., 44/ 9� ER1� a dS A. HERO¢ EXPIRES:06/30/2015 April 22,2014 4 A kydkfil7es-Veal'ydcsdp rarannaLn a,d READ W3"c.S ON Das ANT MIMED MPTE.'4 k€{':.s'sz"N:s PAGE MPI 7.73;E•-1/25/2410 BL- 'USE �� Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. �„ Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the �L erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MIT8k' fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPIl Quailly Criteria,056-89 and SCSI Building Component Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. 7777 Greenback Lane,Suite 109 If Southern trope ISP)tvmtses in spades ed',the valuare them effective Weilf201.3 bySC Carus Heights,CA,95610 Job Truss Truss Type Qty Ply 36 R41832589 PL14-119_UP F11 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:13 2014 Page 1 ID:SygDnTgSFZSjSNcSI ttIDzR3Xv-KgEg7czHAEtVopYp_xh3fof?ZpmNis4nmciLcJAzOQRq I 2-5-4 I I 1-2-0 I I 2-0-8 I 2-6-0 I I 1-5-0 I Scale=1:22.3 N 1.5x3 II 3x4= 1.5x3 I I 3x4= 3x4 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 e e_ __ 7 6 O I e e e e , 1 K 11 10 iM 3x4= 1.5x3 I I 3x4= 3x8= 3x4= 3-11-12 2-813-3-4 3-10-4 8-7-12 S$p 129-12 I 2-8-4 I 0-7-0 10-7-0 0-i-8 4-8-0 0-1-5 4-0-8 Plate Offsets(X,Y): 12:0-1-8,Edoe1,110:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.05 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 9 n/a n/a Weight:58 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TPI2007 (Matrix) LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:8-9. REACTIONS (lb/size) 12=317/0-2-8 (min.0-1-8),8=60/0-2-12 (min.0-1-8),9=739/0-5-8 (min.0-1-8) Max Uplitt8=-64(LC 3) Max Gray 12=321(LC 3),8=146(LC 7),9=754(LC 8) y UNIo FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 0 Y ovWAsIA TOP CHORD 2-3=-565/0,3-4=-565/0,4-5=0/538,5-6=0/533 11, BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 - C1 WEBS 2-12=610/0,4-9=-841/0,6-9=-452/0 _ t3 %.... NOTES '" 1)Unbalanced floor live loads have been considered for this design. , Ce r 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. 11 49639 4 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8. 0' GIST£ 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. S`.47 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 toQrlla be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard 4‘,cp`cO PRQpFss 870 2PE 9r" w cv y �-i,dREG N �4 Q41 -Yb c ztE;:R 1N 5�. OSA -c# EXPIRES:06/30/2015 April 22,2014 m 4 ®PCAkti+i!i3-Verify det4ta;:a;anlcmrs add READ PINES ON THIS AND;tau€D Mf7E°f REFERENCE PAGE AU 7473 re x d;ZSjM€c'&FOREfISE Design yard for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Ill Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the ■A-TQIi' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek'FM1.. fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Qualify Criteria,Ds1-89 and SCSI Building Component 7777 Greenback Lane,suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 1#5.outhosn Pine SSP}lumber is stiecifesf,the design values am Hite effective 06/01/2015 tayAtSC Job Truss Truss Type Qty Ply 3B R41832590 PL14-119 UP F12 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:41:14 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttlDzR3Xvo1 o2Ly_vxX?Mey70YeC ICOBAgD3URJ1w?U59rczOQRp I 2-6-0 I 1-9-8 I I 1-2-0 I I 1-3-4 I t-6-0 Scale=1:16.5 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 0 7777 N N 10k..— e 3x4= 9 8 354= /T�\ 3x4= 3x4 = I 4-6-8 1 5-1-8 I 5-8-8 I 8-8-12 I 4-6-8 0-7-0 0-7-0 3-0-4 Plate Offsets(X,Y): 18:0-1-8,Edoe1,19:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.20 Vert(TL) -0.09 9-10 >999 360 BCLL 0.0 Rep Stress Inc: YES WB 0.19 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012fTP12007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=378/Mechanical,7=378/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. ycONTO TOP CHORD 2-3=-757/0,3-4=-757/0,4-5=-757/0 BOT CHORD 9-10=0/684,8-9=0/757,7-8=0/476 Hca 11.E W - , WEBS 2-10=-738/0,5-7=-572/0,5-8=0/382 � , G NOTES /' k E; G 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)7. 'd3r 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIITPI 1. ', 49639 / 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. 9 , 0iST tt' LOAD CASE(S) Standard jONALG p P R OFA. 2 87022PE �1- �A�F REG:c:::?;14 2t✓'°`OBERdS A- H EXPIRES:06/30/2015 April 22,2014 a t A W,4RNM Vr•,r?y de=iin pa:ame srx s r READ hOT£S ON THIS Aivg rNa1%£D MUSK SEFEREM2 PAGE MIT 7 413 m c 1,/24/2&144/5045 WE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �„ Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the ■s� � ,. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/T I1 Quality Criieda,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 lagauyharir Pineopt lumbzrrisslxacifiastxfradesign,%M.vuasaee'atom effective 06/ti/2tfi3byALS:e i. Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1 3/4 Center plate on joint unless x,y I 6-4-8 I dimensions shown in ft-in-sixteenths offsets are indicated. (Drawings not to scale) Damage or Personal Injury rM,. Dimensions are in ft-in-sixteenths. U8 Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal orx-bracing,is always required. See BCSI. TOP CHORDS 2. Truss bracing must be designed by an engineer.For 0.1/1 6,r 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I illirniElt :1_ bracing should be considered. IQ_ 3. Never exceed the design loading shown and never I_� U stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7.8 ce C5-6 r— designer,erection supervisor,property owner and BOTTOM CHORDS all other interested parties. plates 0-1na' from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each — This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint iod am edula fuled byy ANSI/TPI wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available In MiTek 20/20 NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber software or upon request. shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZEuse with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that SYP represents values as published specified. 4010, Indicated by symbol shown and/or by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. 1 Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. illAMMO reaction section indicates joint 17.Install and load vertically unless indicated otherwise. MI11 .=JI El number where bearings occur. Min size shown is for crushing only. ,f(, 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with 1.3.171.1 project engineer be ore use. Industry Standards: ANSI/TPII: National Design Specification for MetalNMI 19.Review all portions of this design(front,back,words and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design Standard for Bracing. M■ tek BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1, Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPUWTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x impact bridging or lateral bracing required where shown++, 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-t988(MiTek). w O dee ."..?7, , 'K-3\4.,..,0 . , tb 6/111., " -°�. ` ° EXPIRES 6/30/IS This design prepared from computer input by IIIIIMII PACIFIC LUMBER-BC TRUSS SPAN 14'- 2.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does TC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. not exceed lab at time of manufacture. BC: 2x4 KDDF #1&BTR TC LATERAL SUPPORT <= 12"0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,CI8,CNI8 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),load duration factor=l.6, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall 005. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 7-017-01 T iM-4x4 3 12 12 4 6.00 6.00 G . M-3x4 4 M-3x4 o v v m c?/-c?/- —/o 0 1 y y y y 14-02 1-06 1-06 �,'1 C) P R OF�r� JOB NAME : POLYGON PLAN 3-B - Al Scale: 0.5115 �' 'c.'ln�1PRO `� ' WARNINGS: GENERAL NOTES,unless otherwise noted: `a ! E 1.Builder and erection contractor should be advised of all General Notes 1.This building design based Applicabilityynthe of paderameign ters shown and ddIs properr an Individual Truss: Al and Warnings before construction commences. Incorporation of component is the responsibiflty of the building designer. 2.2x4 compression web bracing must be installed where shown.. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'0.0,and et 10'o.c.respectively unless braced throughcut their la th by r�IP'. �. DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �7rL OREGON 4 DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ '1r C Q 4.No load should be applied to any component until after all bracing and 5.Installation esalln assumes trusses are to be use of the nrespective n-ccor osive environment, /4 J+ 14 r�,Q t�.•'.- SSEQ. : 60353 06 fasteners are complete and at no time should any loads greater than and are for"dry condition"of use. �y 11 design loads hasbe noopcion to anyvcard assut 6.Design assumes full bearing at all supports shown.Shim or wedge if /� +1 i4}j \,...C5 V TRANS I D: 406433 5.CompuTrus control over and assumes no responsibility for the necessary. +l i l b4 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III 11 11111131111 VIII VIII 11111 TPI WTCA in BGSI,copies of which will be furnished upon request. 9.lines Isicicon de ector plate joint design MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 inrThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF #1&BTR; TRUSS SPAN 27'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 2x6 KDDF #1&BTR T1 LOAD DURATION INCREASE = 1.15 1.3=(-805) 265 6.1=(-115) 48 3.7=(0) 305 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2 3- ( ) WEBS: 2x4 KDDF STAND ( 0) 0 1.7= -229 648 LOADING 3-4=(-818) 321 7-4=(-226) 651 TC LATERAL SUPPORT <= 12"OC. EON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4-5=( 0) 76 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24" OC UON, FOR LL = 25 PSF Ground Snow P LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL TOP CHORD AREAS NOT SHEATHED ( 9) 7'• 5.7" -26/ 28V -48/ 46H 0.00" 0.00yyyyy ( 0) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11'• 4.4' -502/ 793V 0/ OH 141.50" 1.27 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 25'- 6.0" 196/ 793V 0/ OH 5.50" 1.27 KDDF ( 625) OVERHANGS: 18.0' 18.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.1 M•1.5x4 or equal at non-structural VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 vertical members (uon), MAX LL DEFL = 0.000" @ 11'- 4.0" Allowed = 0.150" MAXTL CREEP DEFL = 0.000" @ 11'- 4.0" Allowed = 0.200" Unbalanced live loads have been MAX LL DEFL = 0.013" @ 27'- 0.0" Allowed = 0.150" considered for this design. MAX TL CREEP DEFL = -0.014" @ 27'- 0.0" Allowed = 0.200" Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc MAX TC PANEL LL DEFL = -0.028" @ 21'- 11.3" Allowed = 0.476" MAX TC PANEL TL DEFL = 0.060" @ 14'- 10.1" Allowed = 0.697" M,M20HS,M18HS,M16 = MiTek MT series MAX HORIZ. LL DEFL = -0.007" @ 25'- 0.5' Gable end truss on continuous bearing wall. MAX HORIZ. TL DEFL = 0.011" @ 25'- 0.5" C-1x2.6 or equal typical at stud verticals. NOTE:Design assumes moisture content does complete specifications, not exceed 19% at time of manufacture. Refer to CompuTrus gable end detail for 12-09 Design conforms to main windforce-resisting T 12-09 system and components and cladding criteria. 12-09 M-4x4+ 5-08 7-01 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 2 load duration factor=1.6, Truss designed for wind loads M-3x5 m in the plane of the truss only. 0 o M-4x6 N 12 12 0 6.00 / r4 Q 6.00 m c-, M-3x4+ o 1' Q 0 4 0 0 6 7o M-3x6+(S) 1 � M-1.5x3 M-3x4 0 y y y y 7-05 11-00 7-01 y 1-06 25-06 y ). 1-06 JOB NAME : POLYGON PLAN 3-6 - 61 � �,�O PRox is Scale: 0,2470 ��J _yv`(yIjN 'r� WARNINGS: GENERAL NOTES,unless otherwise noted: ' (J'° ,j- p 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 4 92 .PE r- Truss: B 1 and Warnings before construction commences, building component.Applicability of design parameters and proper ,r� ,w 2.2x4 compression web braang must be installed where shown+, incorporation of component is the responsibility of the building designer. ! , ". DES. BY: LJ 3.Additional temporary bracing to insure stadkty during construction 2 Design assumes the top and bottom chords to be laterally braced at ilr is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout their length by �+ DATE: 8/21/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). " '. 9 3.2x Impact bridging or lateral bracing where shown++ -40 CC C 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ••�G OREGON `., SEQ. : 60353 07. fasteners are complete and at no time should any loads greater than S Design assumes trusses are to be used in a noncorrosive environment, t' 'V TRANS I D: 406433 design loads be applied to any component. and are for"dry condition"of use. ear 1 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 2• <�,tiy"'�` fabrication,handling,shipment and installation of components. necessary, q V - 6.This design Is furnished subject to the lirtrtations set forth 7.Design assumes adequate drainage is provided. ry I�� 1111111111011111111 TPI/VVTCA in BCSI,copies of which will be furnished upon brequest 6 nes coincide with joint centerl be located on both lines9.Digits indicate size s of truss,end placed so their center i r5 MiTEk USA,Inc./CompuTrus Software 7.6.6(1 L)-Z late In Inches. 10.For basic connector plf ate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 This design prepared from computer input by 1111111111 PACIFIC LUMBER-BC TRUSS SPAN 37'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1. 2=) 0) 76 2.10=(-391) 2382 3-10=(-285) 195 TC: 2x4 KDDF #1&BTR SPACED 24.0" D.C. 2- 3=(-2755) 552 10-11=(-269) 1986 10- 4=( -19) 502 BC: 2x4 KDDF S1ANDR 3- 4=(-2496) 522 11.12=(-291) 1965 4-11=(-712) 255 WEBS: 2x4 KDDF STAND LOADING 4. 5=(-1761) 469 12- 8=(-433) 2352 11- 5=(-246) 1170 5- 6=(-1761) 469 11- 6=(-713) 255 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 6- 6=(-2761) 522 -16=( -19) 502 TOTAL LOAD = 4 BC LATERAL SUPPORT <= 12"OC: UON. DL ON BOTTOM CHORD = 42.0 PSF 10.0 PSF 7- 8=(-2755) 552 12- 7=(-285) 195 B. g=( 0) 76 OVERHANGS: 18,0" 18.0" LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: BEARING MAX VERT MAX HORZ BRG REA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE RE REQUIREDI. (BRG BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LIVE 10 LOAD C 22PSF. 0'- 0.0' -2791 1725V -213/ 213H 5.50" 2.76 KDDF ( 625) 37'- 0.0" -279/ 1725V 0/ OH 5.50" 2.76 KDDF ( 625) (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200° MAX LL DEFL = -0.138" @ 18'- 6.0" Allowed = 1.804" MAX TLMAX CREEP LL DEFL = 0.013" @ 38'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014' @ 38'- 6.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.060" @ 36'- 6.5" 18-06 MAX HORIZ. TL DEFL = 0.099° @ 36'- 6.5" 18-06 T NOTE:Design assumes moisture content does T T 6-06-05 5 11-13 f5-11-13 T 5-11-13 T 5-11-13 f 6 O6 05 T not exceed 19% at time of manufacture. ( 12 Design conforms to main windforce-resisting 12 M-4x6 X16.00 system and components and cladding criteria. 6.00 4.0" Wind: 140 mph, h=23.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5 .hf (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6(S) load duration factor=l.6, M-5x6(S) Truss designed for wind loads 3.11%\.4% in the plane of the truss only. 0.25" 0.25" og +1 M1.5x3 M-1.5x3 M O o o o� 1 10 Ii 12M-3x4 M-3x6 c o M 3x6 M-3x4 M 3x8 M-3x5(S) y y y y y 9-06-04 8-11-12y 8-11-12 9-06-04 y y 20-00 17.00 y y 37-00 133 PR(1y ), 1-06 1-06 '�� 'JOB NAME : POLYGON PLAN 3-B - C2 Sale: 0.1596 ''°451 / Irre / ? s`°WARNINGS: GENERALNOTES,unlessotherwisenoted �' ir2 0 0 1-E1.Builder and erection contractor should be advised of all General Notes 1.This desig s based onlyliupon the efparameters shownsand adis foor an individual rr�ff and Warnings before construction commences. g p pp ty g np' pper Truss: CG 2.2x4 compression web bradng must be Installed where shown+, incorporation of component Is the responsibility of the building designer. 2.Design assumes the top and bottom chords to be laterally braced at '3.Additional temporary bracing to insure stability during construction2'o.c.and at 10'o.c,respectively unless braced throughout their length by �,DES. BY' LJ s the responsibility of the erector Addit onal permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywatl(BC). � REGON�a �`+DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ective contractor. 7 mss/ 4.No load should be appeed to any component until after all bracing and 4.5.Desi Ilation eassumesis is the ssesarelobeused Inof lhe a noncorrosive envionment, ,/�y �J ,� r�Q ty^, »» SEQ. : 60353 08 fasteners are complete and at no time should any loads greater than and are for"dry condieon"of use. S/ !1 S' design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if [� f V TRANS I D: 406433 5.CompuTrus has no control over and assumes no responsibility for the necessary. +�RI 1 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111 1111 11111 ILII 11111 11111 11111 1111(IIITPINVTCA in BCSI,copies of which will be furnished upon request. 0. (Digzeloi hes. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 1its indicate a f plate0.For basic connector plate design values see ESR-1311,ESR-1988(1,Tek) EXPIRES:12/311201.5 11111 1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0,0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,I TC: 2x4 OF #1&BTR; LOAD DURATION INCREASE = 1.15 2x4 KDDF #1&BTR T1, T4 SPACED 24.0" 0.C. NOTE:Design assumes moisture content does BC: 2x4 DF H1&BTR; not exceed 19% at time of manufacture. 2x4 KDOF #1&BTR 61 LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD . 32.0 PSF Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12"0C. UON, TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=23,8ft, TCDL=4,2,BCOL=6,0, ASCE 7-10, Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc load duration factor=1,6, M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP Gable end truss on continuous bearing wall EON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals, Refer to CompuTrus gable end detail for complete specifications, 18-06 18-06 T 12-04-10 6-01-06 6-01-06 12-04-10 12 HIM-4x4 6.00 3 12 y- Q6.00 M-3x5(S) M-3x5(S) Po rF NIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIihN% M 0 0i ' i. i M-3x4 M-3x5(S) o M-3x4 y 1, y ), 20-00 17-00 y 1-06 37-00 y y 1-06 JOB NAME : POLYGON PLAN 3-B - C4 'c:(, ._ 0 �Rofi s Scale: 0.2219 *p !\`yf01 �l' WARNINGS: GENERAL NOTES,unless otherwise noted: Cli4/4 v 9n2.O IP' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual ‘- T'92 0 OPE r Truss: C4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. / DES. BY: LJ 3.Additional temporary bracing to insure stability during construction c c2•Des gn assumes the top and bottom cho ds to be laterally braced at 2'o..and at 10'o..respectively unlessbraced raced throughout their length by rmrm�. is the responsibility of the erector.Additional permanent bracing ofA %`r, e continuous sheathing such as plywooding(TC)and/or drywall C. DATE: 8/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requiredaired where shown++ ) SEQ. : 60353094.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -f9 OREGON 44,fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ZA �Lj TRANS I D: 4064339� 2�Nth4. design loads be applied to any component and are for"dry condition"of use. / 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if V 4 essary. �4 fabrication,handling,shipment and installation of components, Design7Desass 41 R R 1 L\- 6.This design is furnished subject to the limitations set forth a. latesassumes adequateatedon oc drainage Is f truss, a `4'/ AEI IIIII IIIII IIII I III I III IIIII III I111 by 8 Plates shall be located both faces of truss,and placed so their center AN TPIlCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. ts inicate size MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E f late In inch . 10.Forlbasic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 III I I viii LUMBER SPECIFICATIONS TRUSS SPAN 38'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&8TR; LOAD DURATION INCREASE = 1.15 1- 2=1 0) 76 2- 8=1-309) 1509 8- 3=( 0) 266 2x6 KDDF N1&BTR T3 SPACED 24,0" 0.C. 2- 3=(-1796) 544 8- 9=(-311) 1506 3- 9=(-541) 150 BC: 2x4 KDDF N1&BTR 3- 4=(-1248) 526 9.10=(-506) 1433 9- 4=(-183) 637 WEBS: 2x4 KDDF STAND LOADING 4- 5=1 0) 0 10.11=(-505) 1434 9- 6=(-469) 379 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1226) 475 6-10=( 0) 189 IC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6.11=(-1706) 635 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42,0 PSF 13- 7=( -975) 468 LL = 25 PSF Ground Snow (Pg) NOTE: 2x4 BRACING AT 24" OC UON, FOR BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -300/ 1255V -107/ 116H 5.50° 2.01 KDDF ( 625) 25'- 0.5" 0/ 855V 0/ OH 143.50" 1.37 KDDF ( 625) OVERHANGS: 18.0" 18.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 37'- 0.0" -618/ 277V 0/ OH 143.50" 0.44 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal at non-structural ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing-1 vertical members (uon). VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150° C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = -0.057" @ 12'- 9.0" Allowed = 1.229" WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES), A MAX TL CREEP DEFL = -0.115" @ 12'- 9.0" Allowed = 1.639" HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THEMAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.150" GABLE TRUSS. THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.200" POINT, THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THE HINGE CONNECTION MAX HORIZ. LL DEFL = 0.028" @ 25'- 5.6" SITUATION, COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL MAX HORIZ, TL DEFL = 0.046" @ 25'- 5.6" BRACING TO THE HINGE TYPE CONNECTION. 18-06 18-06 NOTE:Design assumes moisture content does f f f not exceed 19% at time of manufacture. 7-08-11 10-09-05 7-05-13 0-10-01 10-02-03 Design conforms to main windforce-resisting ( T system and components and cladding criteria. 6-09-08 5-11-08 5-09 0-'-08 18-03-08 Wind: 140 mph, h=23.8ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, 12 =M-4x4+ M-3x4 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f- 6,00 < X16,00 \16,00 load duration factor=1,6, Truss designed for wind loads o in the plane of the truss only. M-4x6 Gable end truss on continuous bearing wall. N C-1x2,6 or equal typical at stud verticals, f 40.. M-3x5+(S) Refer to CompuTrus gable end detail for complete specifications. r, M-3x5(S) �+ o M-3x4 rn 3 *+ M M 0 0 7 ,f 1° o ,M-3x4 M-18 5x3 M-3x8 0.25' 11 8 M-5x6(S) M-3x5 M-3x4+ y y ), y y > y y 6-07-12 6-01-04 6-01-04 76-02-04 11-11-08 1-06 37-00 y1-06 fop PRf1,re. JOB NAME: POLYGON PLAN 3-B - Cl il- Scale: 0.1712 lL *l,/ / f`- � 11P WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual and Warnings before construction commences. building component.Applicability of design parameters end proper Truss: C 1 Incorporation of component is the responsibility of the building designer. 1� r A(✓. 2.204 compression web bmang must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at •^'" ,_40 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: LJ s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -fr OREGON "W DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ t. SEQ. : �1 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. /� 4 l 1 4 0� bo S E Q. : 6035310 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are lobe used in a non-corrosive environment, 41. 'R , t ` (3 design loads be applied to any component and ere for"dry condition"of use. M 'R R i.-- 6.Design assumes full bearing at all supports shown.Shim or wedge if TRANS I D: 406433 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center h III I I III VIII 111 I III II II 11111 IIII III TPIMfrCA in BCSI,copies of which will be furnished upon request Digit coincidenictwith joint p ate inr lines. EXPIRES:12i 31/2(115 9.Digits indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) VIIIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" TC: 2x4 KDDF #188TR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR3-11=)q=1.00 BC: 2x4 KDDF CHOIR SPACED 24.0" O.C. - 2=( 0) 76 2-11=(-376) 2333 3-11=( -297) 196 WEBS: 2x4 KDDF STAND; 2- 3=(-2738) 534 11-12=(-267) 1959 11. 4=( -45) 563 2x4 KDDF STUD A LOADING3- 4- 4=(-2513) 541 12-13=(-200) 1645 4-12=( -710) 250 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(-1757) 469 13.14=(-458) 2787 12- 5=( -352) 1302 TC LATERAL SUPPORT <= 12"OC. UON, DL ON BOTTOM CHORD = 10.0 PSF 65-- 6=(-1708) 506 14- 9=(-867) 4422 12- 6=( -676) 288 BC LATERAL SUPPORT <= 12"OC. HON. TOTAL LOAD = 42.0 PSF 6- 7=(-1937) 494 6.13=( -111) 464 7- 8=(-4685) 890 13- 7=(-1489) 355 OVERHANGS: 18.0" 18.0" LL = 25 PSF Ground Snow (Pg) 8- 9=(-4950) 999 7-14=( -360) 2427 9-10=( 0) 76 14- 8=( -154) 193 Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. M,M20HS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) 0'- 0.0" -279/ 1725V -213/ 213H 5.50" 2.76 KDDF ( 625) 37'- 0.0" -279/ 1725V 0/ OH 5.50" 2.76 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0,150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.311" @ 28'- 8.0" Allowed = 1,804" MAX TL CREEP DEFL = -0,620" @ 28'- 8.0" Allowed = 2.406" MAX LL DEFL = 0.013" @ 38'- 6,0" Allowed = 0.150" 18-06 18-06 MAX TL CREEP DEFL = -0.014" @ 38'- 6.0" Allowed = 0.200" 7-03-08 5-02-11 5-11-13 f2-00 5-05-11 5-02-03 5-10-02 MAX HORIZ. TL DEFL = 0.273" @ 36 '-6'- .5" T T T T T T T T 12 12 NOTE:Design assumes moisture content does 6.00 M-4x6 not exceed 19% at time of manufacture. '',J6,00 4"0" Design conforms to main windforce-resisting 5 ( system and components and cladding criteria. M-5x6(S) J41444 M-3x4 M-5x8 S Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, 0.25" 3.74N%%4%%%%%%%.% ( ) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o? 0.25" in the plane of the truss only, M-1"5x3 +a + tt :M-1.5x3 co Nssa M-3x10 0 ea 112 13 'M-3x6 11.25" M-3x8 M-5x6 1`• D a M-5x8(S) o a 3.00 3.00t - y y 12 12 y y y y y ,, 9-05-06 9-00-10 2-03-08 7-10-08 , 7-10-08 8-04 1-06 20-09-08 y 8-04 1-06 y y 1-06 37-00 y 1-06 JOB NAME : POLYGON PLAN 3-B - C3 ,<c,��O PR°��s' Scale: 0.1596 ,�J r GIN '�'/©.., WARNINGS: GENERAL NOTES,unless otherwise noted: Kd v 1(.`�I( 1" 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for en individual c !92 0 0 P E -�f„ Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. .r` 3.Additional temporary bracing to insure stabilityduring construction 2 Design assumes the top and bottom chords to be lateral braced at DES. BY: LJ ry g g 2'o.c.and at 10'o.c.respectively unless braced throw laterally is the responsibility of the erector.Additional permanent bracing of ghoul their length by DATE: 8/21/2014 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood required sheathing(TC)and/or drywall(13C). I� 3.2x Impactotruss bridging or lateral bracing where shown++ . SEQ. : 6035311 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7/... 0.OREGON fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, ,/,‘ �� Q\lh A^V TRANS I D: 406433 design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if © 1 4. 2 I,�" fabrication,handling,shipment and installation of components, necessary. 4/4E 1_ {y 6.This design Is furnished subject to the limitations set forth by7.Design assumes adequate drainage is truss,ed. ��ry`s �G-r IIIIII II II VIII IIII II III1111111 TPI/WTCA in SCSI,copies of which will be furnished upon request. 8 Mas coincide with joint center 9. of and placed so their center RRIL. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E late in inches. 10.FForlbasts ic connector dicate size oplf ate d design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 This design prepared from computer input by I�iIIIIIIIIIII PACIFIC LUMBER-BC TRUSS SPAN 17'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/DDFICq=1.00 LUMBER: SPECIFICATIONSKODLOAD DURATION INCREASE = 1.15 I. 2=( 0) 76 2- 8=(•173) 931 3. 8=(-279) 219 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3=(-1121) 284 8- 6=(-218) 931 8- 4=( -44) 469 BC: 2x4 KDDF StANDR 3- 4=( •839) 188 8- 5=(-279) 219 WEBS: 2x4 KDDF STAND LOADING 4- 5=( -839) 188 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=(-1121) 284 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 76 BC LATERAL SUPPORT <= i2"OC. UON. TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0" 18.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL0/ H 5.50" 1.45 KDDF ( 625) 10'- 0.0" -150/ 904V 0'- 0.0" -150/ 904V -91/ 91 19 5.50" 1.45 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 1COND. 2: Design checked for net(-5 Dsf) uplift at 24 "oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.026" @ 8'- 8.8" Allowed = 0.827" MAX LL DEFL = 0.013" @ 18'- 11.5" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 18'- 11.5" Allowed = 0.200" MAX BC PANEL TL DEFL = -0.061" @ 3'- 11.4" Allowed = 0.514" MAX HORIZ. LL DEFL = 0.012" @ 17'- 0.0" MAX HORIZ. TL DEFL = 0.020" @ 17'- 0.0" 8-08-12 8-08-12 NOTE:Design assumes moisture content does 4-06 12 4-02 4-02 4-06-12 not exceed 19% at time of manufacture. f "( T Design conforms to main win dforce-resisting 12 system and components and cladding criteria. 12 HM-4x4 Q 6.00 6.001 Wind: 140 mph, h=21,4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0° (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), 4 load duration factor=1.6, �� 4 Truss inthe dplane eoffthe wloadsind truss only. 1.1 M-1.5x3 M-1.5x3 3 co 0 M O mm.. "i � V zs ' O Cr 0 1 M-3x4 M-3x8 M-3x4 8-08-12 8-08-12 y y y 1-06 y 17-05-08 1-06 , i PR Oper,, JOB NAME : POLYGON PLAN 3-B - D2 Scale: 0.3117 r. .1% �Tpt- 414 7 WARNINGS: GENERAL NOTES,unless othervrise noted: * f-C- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ce and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: D2 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 2.2x4 com p 2.Design assumes the cop and bottom chords to be laterally braced at 400000. , 3.Additional temporary bracing to Insure stability during construction 2'o.c,and at 10'o.c.respectively unless braced throughout their length by ,�n`0„ a M DES. BY LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). W,- (�R (a` N�� v/ ICC DATE: 8/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. �1 � SEQ. : 6035312 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, /. -7 (� and are for"dry condition"of use. design loads be aoplied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if p p 3 � TRANS I D: 406433 5.CompuTrus has no control over and assumes no responsibility for the necessa +l i t �� fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII IIII VIII VIII VIII IIII IIII TPek UCA In nc./ copiesrs which will Software 7.6.6(1 upon request. 9.lines bascoinic lide th joint plate center lines.MiTek USA,Inc./Comps offc will be furnished L)-E 10.For basic connector plate design values see ESR-t311,ESR-1968(MiTek) EXPIRES:12/31/2015 HIM] This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 5.5" TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing, BC: 2x4 KDDF #1&BTR SPACED 24.0" 0,C. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture, IC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF Design conforms to main windforce-resisting Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria, C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc TOTAL LOAD = 42.0 PSF M,M2OHS,M18HS,M16 = MiTek MT series Wind: 140 mph, h=21.4fTCDL=4.2,BCDL=6.0, ASCE 7-10, LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer or equal typical at stud verticals. to CompuTrus gable end detail for complete specifications. 8-08-12 8-08-12 I 12 6.00 p 11M-4x4 12 3 Q 6,00 NN M O V' 4 C., O ////!////////////////////l///////!l/ //////////////////l//////////t///7///////lJ/////////////////////////////l/////////////////////// /// O —/O vl 1 O M-3x4 M-3x4 y y 1-06 17-05-08 y 1-06 y JOB NAME : POLYGON PLAN 3-B - D1 Scale: 0.4363 ��`` `� INa��`�s%, WARNINGS: GENERAL NOTES,unless otherwise noted: V/ /1 -S- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ;920 0 PE S"' Truss: D1 and Warnings before construction commences, building component.Applicability of design parametem and proper �,v� 2.2.4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. P DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 8/21/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required ing(TC)and/or drywall(BC). `.= 9 3.2x Impact bridging or lateral bracing where shown++ ( - SEQ. : 6035313 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment,4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "G ,q._OREGON 4�1} 5.CompuTrus hes no control over and assumes no responsi �44/ _1J TRANS I D: 406433 design loads be applied to any component. and are for"dry condition"of use, d bility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �6 -7 1!4 0.' ' fabrication,handling,shipment and installation of components. necessary. 6.This design is furnished subject to the limitations set forth by0,7.Design assumes adequate drainage istruss, provided. 'h `.a �,. I IIIIII VIII VIII VIII VIII I III VIII IIII IIII 8 Plates shall be located on both faces of and placed so their center R L TPIMTCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 9. ts incate size MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E late In inches. 10.Fori asic connector plate design values see ESR-1311,ESR-1088(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -5) 11 7-8=( -99) 146 7-2=(-496) 180 SPACED 24.0' O.C. 2.3o(-282) 108 8.5=(-129) 497 2-8=(-100) 351 BC: 2x4 KDDF #1&BTR3-4=(-320) 106 8-3=( 0) 143 WEBS: 2x4 KDDF STAND LOADING 4-5=(-622) 171 8-4=(-314) 229 IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( 0) 76 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA OVERHANGS: 0.0" 18.0" LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -56/ 476V -156/ 72H 5.50" 0.76 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 6.0" -127/ 680V 0/ OH 5.50" 1.09 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, ICOND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.010" @ 7'- 0.0" Allowed = 0.529" 2-09-04 8 08 12 MAX LL DEFL = 0.013" @ 13'- 0.0" Allowed = 0.150" T MAX TL CREEP DEFL = -0.014" @ 13'- 0,0" Allowed = 0.200" 0-05-08 5 2-03-12 4-02 4-06-12 MAX BC PANEL TL DEFL = -0.079" @ 7'- 2.8" Allowed = 0.514" 12 MAX HORIZ. LL DEFL = 0.004" @ 11'- 0.5" 12 MAX HORIZ. TL DEFL = 0.005" @ 11'- 0.5" 6.00✓ 6.00 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. HM-4x4 Design conforms to main windforce-resisting 4"0° system and components and cladding criteria. 3 F� 611111\ Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, n�\ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M 3x4 Truss designed for wind loads 1 in the plane of the truss only. n'- p 5x3 coC,, iil1. se �, o f 7=� 80 M-1.5x3 M-3x8 M-3x4 y y ) 2-09-04 8-08-12 ) ) > 11-06 1-06 v, ,CiPRQ6.. JOB NAME : POLYGON PLAN 3-6 - D3 Scale: 0.3840 ss WARNINGS: GENERAL NOTES,unless otherwise noted �' Tr�2®/P E. t' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: D3 and Warnings before construction commences. building component.Applicability of design parameters and proper r 2.2x4 compression web bradng must be installed where shown+. incorporation of component is the responsibility of the building designer. ./ 3.Additional temporary bracingto Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4 po rY ty 2'o.n.and at 10'o.c,respectively unless braced throughout their length by d„r+ + DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 2 DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON (� C�1 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7�1�/'7�i}' 1 4 � STRANS I D: 406433 E Q. : 6035314 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. 41+ 6.Design assumes full bearing at all supports shown.Shim or wedge if4f le 5.CompuTrus has no control over and assumes no responsibility for the necessary. R R I`,-V. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Bmitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII VIII VIII I III VIII IIII IIIITA in copies of which will be furnished upon request. 9 )ines Digits Indicate with sizeioint plate in lines.. 10. MiTekTek USA,Inc./tic./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 gallThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" TC: 2x4 KDDF H1&BTA LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER1- FORCES 76 2.4c(0) 0q=1,00 BC: 2x4 KDDF #1&BTR SPACED 24,0" O.C. 2-3=( 0) 12.4'(0) 0 2-3=(-66) 15 IC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA OVERHANGS: 18,0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42,0 PSF 0'• 0.0" -110/ 429V -7/ 54H 5.50" 0.69 KDDF ( 625) Connector plate prefix designators: LL 25 PSF Ground Snow P 1'• 9.2" -70/ 39V 0/ OH 5.50" 0,06 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ( 9) 2'- 0.0" -20/ 43V 0/ OH 1.50" 0.07 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series 12 6.00 / LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND, 2: Design checked for net(-5 oaf) uplift at 24 "oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL 0.013' @ -1'- 6.0" Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050° MAX IC PANEL TL DEFL = 0.002" @ 1'• 0,2" Allowed = 0.148" MAX HORIZ. LL DEFL = -0.000' @ 1'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 1'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windfarce-resisting system and components and cladding criteria. Wind: 140 mph, h.15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=l,6, o Truss designed for wind loads in the plane of the truss only. cof-- 0 v - 0 M-3x4 ), y ), 1-06 2-00 (PROVIDE F B AAIN •Itc•v_,4,'tl JOB NAME : POLYGON PLAN 3-B - El 4, a PRayre. Scale: 0.9632 c,, r f(J� w,WARNINGS: GENERAL NOTES,unless otherwise noted: 44 ,c„, /41 -b-,7 C 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual ' -C�.�7„13 C" T r u s s: E 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, Incorporation of component is the responsibility of the building designer. ` DES. BY: LJ 3.Additional temporary bracing to Insure stebihty during construction 2,Design assumes the top and bottom chords to 6e laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r� DATE: 8/21/2014 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood ueathin where)and/or drywall(BC). !d 3.2x Impact bridging or lateral bracing required shown++ f �, 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7, ,q_0{ E(ry^(�N /� SEQ. : 6035315 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �� 1X �^V TRANS I D: 406433 design loads be applied to any component. and are for"dry condition"of use. 7 { 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if ,© 1 4 2. P fabrication,handling,shipment and installation of components. necessary. pp I' 6.This design is furnished subject to the!irritations set forth by 7.Design assumes adequate drainage is provided. 'Yf pp, `,k I(VIII IIII IN IIII I III VIII VIII IIII IIII TPI/WTCA in BCS(,copies of which will ber furnished upon request. 8.nes co ndde with Joint centerates shall be located on il faceseesof truss,and placed so their center l MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.FForr�ba ic�connectorplated sign values see ESR-1311,ESR-1958(MiTek) EXPIRES:12/31/2015