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Plans (24) 41 4/j /�//`�t � - C�'yC////may CONFORMS RMS TO DESIGN CON, O CCM,Wird c 3 y 2 ./ (� 44,--7r5- �✓- /r Zit ©Rvi Ns NOPD p� 'At 3, i� a.i` 7•x1 7--'"':' NON 'MFORMN ;F RFVK RESUBMIT ` .r E mm YIN Am B4,BBtfr..E0Erryt,u By AI F k L 12(22/16 4444.. MIERRANRT ARCHITECTS 4:• Q .FCB 1. 3 ZOlb J _ J1 J2 A(21 • s J1 J2 Cis J7 / 7`6: 1 t W J3 u`y J4 JR J5 JP 7.5:121 JB FJ1A u'� ,� JT ea JB A1C ( J10 .19 0 J9 LL JT 7.6 12 te J6 J6 FJ5 16:12 EJ5 F,µ HGUS26-2 )` n, soa Fam, em ,I r EJ3 Aovo C2 (3) � , SN 12,. 8J2 3 75:12 1 7.512' — 6:1 t Al CONFORMS TO DEGAS CONCEPT ❑ CONFORMS TO DESIGN CONCEPT IS"TH RESSIONS AS SHOWN 7i :12 C' 1i I ❑ NON-CONFORMING-REVISE ARD RESOSM T 71,1'6 NC,MOCK ME EEC,FEVIMED FCA CAWS.MIRDFMtEE 221 Y e LES s2;r e11 C A E i 0.I •14!0.4.f R W.. 11'1' 410...222 Y49 ICE 00111 A'� 1 01015 AF ,M;r,IF:MCI'if:S PAC CA MIC-X:..4T>Fi:dIY JVEr.�F::S SHa[000200. - Err Arn019 R.501000n 029. Oember 9 2019 CT ENGINEERING INC 191-8' 10-103/4• 117 151-1 1/2' 2-8° f 84-011 BUILDER: ®Copyright CompuTrus Inc.2006 ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 11/26/14 PLACEMENT ONLTIO SANDO TRUSS PROJECT TITLE: REVISION-1: ENGINEERED STRUCTURAL DRAWINGS FOR ALL FURTHER 5019-B POLYGON INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD PLAN: RESPONSIBLE FOR ALL NON-TRUSS DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING 5019 / B-B CHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL TRUSS ? COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 0.115' 1' . All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. 1 I �{CONFORMS TO DESIGN CONCEPT � CONFORMS TO DESIGN CONCEPT WITFe .rl�V- V I]REVISIONS NOTED 11'�b 110 / 0 N N FORMING—REVISE&RESU6M i .' � � 6y Ale F k Ye 12(12/14 I GAME � MILRRANDT ARCHITECTS FJ1 � III J1 k ai i7 .;.: 1 :12 Iffism•s•• •• ••=•.... c:,,, 14 F,2 IM roil K r J84 v- J4 10 J5 JT �i[IiKI J10 J10 it 4 _ LL J9 a JB JB 05 Tb.,2 7.5:S2 J7 if Ate J5 li '2) 401 EJ:321 lir-, Al :IA2111: r v I Y�I r all:ANOVA" , i=1� - AC 1 Ell oleill Al Y ® CONFORMS TO DESIGN CONCEPT i 0.:i rtj:114r, 7.5:1. C2 ' ❑ CONFORMS TO DESIGN CONCEPT WITH REVISIONS AS SHOWN r_y ❑ NON-CONFORMING-REVISE AND RESJBMIT TIE.4C:2AM%MC BER NEV:EES FEE SE ER OPPE NANCE VIDE Tip DEEM CACEa'CLS PE E E:,ICT RE-IDS TIE 500)CA EE'VV OF AENS E `:F GIF REACE F'IRR IS Cf_I.h O 4 MSS 40 S.:r.AT Nl Au S k MEF PRI:Ars "VER T:-'S iwm EPROM. 0;: Arnold 5,Salmon ;ate:De:eeber 5.2'014 12 CT ENGINEERING INC 7.$' 15'-1 lR" 1'7 3�4• 14f-10 314• I 19"-g' �-0• ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON I 11/26/14 ER TO TRUSS CALCULATICEMENT ON AND PROJECT TITLE: REVISION-I: ENGINEERED STRUCTURAL DRAWINGS FOR ALL FURTHER �f INFORMATION.BUILDING 5019-B POLYGON DESIGNER ENGINEER OF RECORD RESPONSIBLE FOR ALL NON-TRUSS paa ,... units PLAN: DRAWN BY: REVISION-2. TO TRUSS CONNECTIONS.BUILDING - DESIGNER/ENGINEER OF RECORD TO TRUSS ■ y�. COMPANY 5019 / B-B CHECKED BY: REVIEW AND APPROVE OF ALL lVl ui DESIGNS PRIOR TO CONSTRUCTION _. 6,:., DELIVERY LOCATION: SCALE: REVISION-3: 0-115" 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 USA, Inc, I CompuTrus Software' Warnings & GeneralNotes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes a s ast be commences. 2, 2x4 compression web tracing rrsinstall. eed where shown+ 3i tonal temporary i to stability dura construction is the responsibility of ,Additional permanent bracing of 4. the s responsibility of the bt ng No lc l shod be to any component u after all bracing and fasteners are complete and at no tern should any loads wester film destnloads be &�r any component. vCrrpuTn has no control over and Armes norespon i for the fidxfcaffbb, ,shipment allation of components. X11 8 This design is furnished sut>eect to the lit setforth 1 i?CA in SCSI copies_ c which ig furnished request, GENERAL NOTES,r noted: r : 1.; This design is based upon tt shown and is err. at Individual bang component,Applicabilityofdparameters and prop incorporationof component'is the responsibility of the bum r r er 2 rues the and bottom oho to be lady ' at 2,o.c..and at 10'az.respectively r�bra throughout the length'by r nous sheathingsuch aas D sheathing(TC) (t C) 3. 2x bridging or lateral bracing required where shown++, 4. installation of truss is the responsibility of the resp ve contractor. 5 assumesaretobe usedin a non.borposive environment, and are for'dry mon'of use. 6. assign aestnyies ftp bearing at all supports siloiwi.Shim crr wedge if necessary. 7. oesicolassumes add draw is provided. 8. Plates shall be locked on both faces of truss,and placed so their center tales' cokidde with fogit venter tines. 9. Difills';' size Of plate in incites. 10. For basic connector plate deign vilthies see ESR-1311,ESR-19t38(hfiTelc). cO PRO Glee, t`r'y .„ s;: :.,=E ter'. ,,-,,.141-'4' .. ..or •� .. -,, ,oO N ttt fit} 14, "6fr p 534 EXPIRES.j2/1/jS This design prepared from computer input by IIIIIIIIIIIIII PACIFIC LUMBER-BC TRUSS SPAN 15'- 1.5" ICONS. 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: 2x9 KDDF #1&BTR SPACED 29.0" O.C. not to exceed 19% at time of manufacture. BC: 2x9 KDDF ql&BTR TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <- 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSP system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 Pp::FE; Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL = 25 PSF Ground Snow (Pg) 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 JON. BOTTOM CHORD CHECKED FOR IOPSF 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. 7-06-12 7-06-12 T 12 12 M 4x4 Q 7.50 7.50 3 4 � Al. 2 11011111111lilli 11 ,;:t,i • of 4 y,I � prrgMMMMIMlMIlMllMIMlMlo 5 0 � 1 0 M-3x4 M-3x9 3, b y i 15-01-08 1-00 1-00 � ,p PRDFF�� JOB NAME : 5019-B POLYGON - Al Scale: 0.9924 ��' 0 4 45 11/ZS/ �fp. WARNINGS: GENERAL NOTES,unless otherwise noted: '( r".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 Truss• Al and Warnings before construction commences. building component.Applicability of design parameters and proper ioe • 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporarybracing to insure stadF Burin construction 2.Design assumes the top and bottom chords to be laterally braced at ty 0 2'o.c.and at 10'o.c.respectively unless braced throughout their length by p �, DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). � �� �f DATE: 11/2 6/2 014 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. L,^Aa �+� SEQ. : 6125955 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, V 714 design loads be applied to any component. and are for"dry condition"of use. ��. TRANS ID 413213responsibility6.Design assumes full bearing at all supports shown.Shim or wedge if �n`` 5.CompuTrus has no control over and assumes no for the necessary. 'rr 7l M fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage Is provided. 6.This design is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,end placed so their center VIII(VIII VIII VIII IIIA VIII VIII(III(IIITPIIWiCA in BCS(,copies of which will be furnished upon request. 9.(ines coincide with joint Digits indicate size of plate InrInches. pp ! MiTek USA,InC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) XP REJ. 2f 31/201'5 11111111111111 This design prepared from computer input by PACIFIC LUMBER-BC h LUMBER SPECIFICATIONS 15-01-08 GIRDER SUPPORTING 6-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF N1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1668) 297 1- 6=(-209) 1326 6- 2=( -26) 371 BC: 2x6 KDDF %1&BTR 2- 3=(-1161) 253 6- 7- WEBS: 2x4 KDDF STAND -(-208) 1316 2- 7= -992) 142 LOADING 3- 9=(-1161) 253 7- 8=(-208) 1316 7- 3=(-208) 989 LL = 25 PSF Ground Snow (Pg) 4- 5=(-1668) 297 8- 5=(-209) 1326 7- 4=(-492) 142 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 15'- 1.5" V 4- 8=( -25) 371 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 50.0)+DL( 54.0)= 104.0 PLF 0'- 0.0" TO 15'- 1.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 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" -229/ 1271V -100/ 100H 5.50" 2.03 KDDF ( 625) 15'- 1.5" -229/ 1270V 0/ OH 5.50" 2.03 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. '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 = -0.026" @ 7'- 6.8" Allowed = 0.710" MAX TL CREEP DEFL = -0.053" @ 7'- 6.8" Allowed = 0.947" 7-06-12 7-06-12 MAX HORIZ. LL DEFL = 0.009" @ 14'- 8.0" f f T MAX HORIZ. TL DEFL = 0.015" @ 14'- 8.0" 4-03-05 3-03-07 3-03-07 4-03-05 ' T 1. '( ,1' NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 12 12 7.50 M-4x67.50 Q Design conforms to main windforce-resisting 34.0" system and components and cladding criteria. ��\ Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, IFI (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x9 M-3x4 2 y ir li Alli ... LO o Ai oI � mete o o oI 1�� 6 7 8 =11.5 t M-3x4 M-1.5x3 M-3x8 M-1.5x3 M-3x4rzi / / / 3, / 4-01-09 3-05-03 3-05-03 4-01-09 .1 / 15-01-08 PR JOB NAME : 5019-B POLYGON - A2 Scale: 0.3776 `��"vo Nta1N D�6sO44Q / WARNINGS: GENERAL NOTES,unless otherwise noted: 4Gr� ,l.:/(,.7 //' 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 � .92`40P E Truss: A2 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. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2'o.n.and at 10'o.c.respectively unless braced throughout their length by DATE: 11/26/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywoodrequired sheathing(TC)and/or drywall(BC). 1 8, P ty 9 3.2x Impact bridging or lateral bracing where shown++ tiCC 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 OREGON �4.. SEQ. : 6125956 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 tX s. TRANS I D: 413 213 design loads be applied to any component. end are for"dry condition"of use. / { S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 4 14 2- is., febricatton,handling,shipment and Installation of components. necessary. 6.This design Is furnished subject to the Irritations set forth I.Designlatesassumes adequateatedon odthi face Is provided. .44Z"Pi ry I t r'' IIIIiI IIII VIII VIII VIII IIID VIII IIII IIII by 8 Plates shall be located both faces of truss,end placed so their center rl b TPI/VJTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digts Mitek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.FForribasiciconnectocate sizerplfate design vlate in alues see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 ) 1 This deFIC LUMsign BER prepared from computer input by IIIIIIIIIIIIII -BC LUMBER SPECIFICATIONS 20-05-08 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; 20-05-08 GIRDER SUPPORTING 35-09-00 FROM 7-00-00 TO 20-00-00 1- 2=( 0) 60 2-10=(-1590) 6376 10- 3=( -478) 200 14- 8=( -816) 142 2x6 KDDF #1&BTR T2, T4 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=( -7792) 1960 10-11=(-1598) 6394 3-11=( -360) 1150 8-15=(-4944) 1334 BC: 2x8 KDDF #10TR 3- 4=( -8308) 2188 11-12=(-2650) 10190 11- 4=( -794) 3452 15- 9=(-2662) 10804 WEBS: 2x4 KDDF STAND; LOADING 4- 5=( -7088) 1896 12-13=(-2884) 11174 11- 5=(-4554) 1232 9-16=(-6658) 1654 2x4 KDDF #1&BTR A; LL = 25 PSF Ground Snow (Pg) 5- 6=(-10450) 2790 13-14=(-2884) 11174 5-12=( -586) 2898 2x4 KDDF STUD B; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0"6%F 7=( -9390) 2442 14-15=(-2506) 10196 12- 6=(-1066) 278 2x6 KDDF #2 C; TC UNIF LL( 100.0)+DL( 28.01= 128.0 PLF 6'- 0.0" TO 14'- 5.5"71F 8=(-11046) 2840 15-16=( -198) 774 13- 6=( -422) 2244 2x8 OF SS D TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 14'- 5.5" TO 20'- 5.5"8`F 9=( -9480) 2360 6-14=(-2548) 758 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 20'- 5.5" V 7-14=(-1114) 4802 TC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 921.9)+DL( 286.9)= 708.8 PLF 7'- 0.0" TO 20'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 5.5" BC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 14'- 5.5" 0'- 0.0" -1219/ 4930V -69/ 1190 5.50" 7.89 KDDF ( 625) 20'- 5.5" -1852/ 7713V 0/ OH 5.50" 12.34 KDDF ( 625) NOTE: T9 BRACING AT EASOC TOS. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED RIQIIRD STORAGE DOES NOT APPLY DUE TO THE BEINIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" For hanger specs. - See approved plans ( 2 ) complete trusses required. MAX LL DEFL = -0.125" @ 11'- 9.7" Allowed = 0.977" Join together 2 ply with 3"x.131 DIA GUN MAX TL CREEP DEFL = -0.252" @ 11'- 9.7" Allowed = 1.303" nails staggered at: ter- 9" oc in 1 row(s) throughout 2x4 top chords, MAX HORIZ. LL DEFL = 0.030" @ 20'- 2.8" 9" oc in 2 row(s) throughout 2x6 top chords, MAX HORIZ. TL DEFL = 0.049" @ 20'- 2.8" 6" oc in 2 row(s) throughout 2x8 bottom chords, NOTE: Design assumes moisture content does 9" oc in 1 row(s) throughout 2x6 webs, not to exceed 19% at time of manufacture. 9" oc in 2 row(s) throughout 2x6 webs. 2-06-12 3-04-15 Design conforms to main windforce-resisting 5 11-11 8-06-02 f T , system and components and cladding criteria. T T 3-03-10 2-08-01 2-06-06 3-03-11 3-00-03 2-02-10 3-04-15 Wind: 140 mph, h=21ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, T 'f +320# T T +f20# T 1' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1212 load duration factor=l.6, d ads 7.50 Q 7.50 Trinuss thedplaneeoffor thewind trussoonly. M-4x8 M-5x10 M-3x8 M-3x8 4 s T2 M-6x8 M-5x12 M-3x5 8 9 3 B T9 XI- / C 1 M-5x16 t 'p D : II - 1 5 - Ni 0 - - (n u7� io� 1 1 "' o M-110 5x3 M-4x10 11 12 13 14 0.25" M-3x8 -M--8x8 M-8x10 M-3x8 16 1-.1M-10x10(S) WEDGE REQUIRED AT HEEL(S). y / b . / J. / / 3-01-14 2-04 3-03-11 3-00-03 3-01-15 2-04-06 3-01-07 1-00 20-05-08 JOB NAME : 5019-B POLYGON - B 1Scale: 0.2530 5 6.V.,, Il /0 WARNINGS: GENERAL NOTES,unless otherwise noted: ' T..C�`�? ®f7 GC'" 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• B1 and Warnings before construction commence& 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. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at " ' DES. BY: MJIs the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,,,.„,5iimp,= continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown++ QBE �N �(� 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. - /i i NNS SEQ. : 6125957 fasteners are complete and at no time shouts any bads greater than 5.Design assumes trusses are to be used in anon corrosive environment, 6 le design loads be applied to any component. and are for"drycondition" full b bearing of use. TRANS I D• 413 213 6.Design assumes full beating at all supports shown.Shim or wedge It 5.CompuTrus has no control over and assumes no responsibility for the necessary. ``+- fabrication,handling,shipment and Installation of components. 7.Design sumes adequate drainage is provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center 111111111111111111 whichTM/MCA in SCSI,copies of furnished request. lines d e with joint center lines. MTe SA,Inc./CompuTrusSoftw 7.6.6(1L)-E UFcof orrbscotectorpltedesign values see ESR-1311,ESR-1988(MiTek) EXPIRES:12131/2015 I 1111111111101 This design prepared from computer input by PACIFIC LUMBER-BC ^ LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF (1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-65) 64 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"01. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -9/ 202V -25/ 68H 5.50" 0.32 KDDF ( 625) TOTAL LOAD = 42.0 PSF 3'- 10.9" -114/ 131V 0/ OH 1.50" 0.21 KDDF ( 625) 6'- 0.0" 0/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" 3-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.021" @ 2'- 0.7" Allowed = 0.268" T T MAX BC PANEL TL DEFL = -0.036" @ 3'- 1.4" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 7.50 17 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 2 Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. 0 N O f- C Mil or /- 1►1 ��3 0 M-3x4 ), y 6-00 'PROVIDE FULL BEARING;Jts:1,2,3' JOB NAME : 5019-B POLYGON - BJ2 Scale: 0.5940 ,5'c((" -- t�F6 r. WARNINGS: GENERAL NOTES,unless otherwise noted: 44:r /�/(+r✓ l lt�- -7, 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 92$0 PE r Truss: BJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bradng must be installed where shown a. incorporation&component is the responsibility of the building designer. ,y,/"` 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced at DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of ) �,,,✓',,„ continuous sheathing such as plywood sheathing(TC)and/or drywall C. DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown a a I t SEQ. : 6125958 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. -y A�OREGON .0 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\ TRANS ID: 413 213 design loads be applied to any component. end are for"dry condition"of use. /may 1 4 �4 S.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 2. fabrication,handling, Design assumesessary. A.. P R y S ` shipment and Installation of components. 7.Design adequate drainage is provided. it L1. 6.This design Is furnished subject to the&ndtations set forth by 6.Plates shall be located on both faces of truss,and placed so their center urnished upon lines coincide with int center lines. IIIIII III VIII VIII VIII VIII VIII III'III MiTekU SA,lnc,/C mpuTrus CA in BCSI,copies of which Softwaref 7 6 6(1 L)-E request, 10.For basic indicate design values see ESR-1311,ESR-1066(MITeh) 9.Digits indicate size of plate in Inches. EXPIRES:12/31/2015 I. IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-109) 88 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -33/ 266V -40/ 107H 5.50" 0.43 KDDF ( 625) TOTAL LOAD = 42.0 PSF 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) 5'- 11.7" -84/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinq.1 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX TC PANEL LL DEFL = 0.103" @ 3'- 7.2" Allowed = 0.425" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.105" @ 3'- 4.8" Allowed = 0.638" 5-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" T MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 NOTE: Design assumes moisture content does 7.50 2 -/ not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. fh 0 ,--I o C O' I oiliq I /- 1 3►� -I M-3x9 l 3 6-00 PROVIDE FULL BEARING;Jts:1,3,21 ,i't 0 RROFe� JOB NAME : 5019-B POLYGON - BJ3 5 tiNG�" %� Scale: 0.5457 ///Z5//! * WARNINGS: GENERAL NOTES,unless otherwise noted: 11 ! PE r- 1.Builder and erection contractor should be advised of all General Notes 1.ThIs design is based only upon the parameters shown end is for an individual ; Truss• BJ3 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. 3.Additional temporary bracing to insure stability duringconstruction 2.Design assumes the tap and bottom chords to be lateral braced at 4 " DES. BY MJ po ryty 2'o.c.and et 10'o.c,respectively y unless braced throughout their length by ,„.,0"14111,101, rC is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(fC)and/or drywall BC). DATE• 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �L OREGON� A.4.No load should be applied to any component until after a9 bracing and 4.Installation of truss Is the responsibility of the respective contractor. - S EQ. : 6125959 fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used in a non-corrosive environment, / �4 design loads be applied to any component. and are for"dry condition"g use. / a o p r TRANS 1 D 413 213 6.Design assumes full bearing at all supports shown.Shim or wedge if j�j tt 5.CompuTrus has no control over and assumes no responsibility for the necessary. -' � �`„1. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center Iillll IIII VIII VIII VIII VIII VIII IIII IIIITPIANiCA in BCSI,copies of which will be furnished upon request. linescoincide with joint center Ines. 9.Digitsindicate ocsize offplate in inches. MiTeleUSA,IAC./COmpuTfusSoftware 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E1 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-167) 153 1-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( -76) 31 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -23/ 237V -54/ 146H 5.50" 0.38 KDDF ( 625) 5'- 9.2" 0/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -176/ 339V 0/ OH 1.50" 0.43 KDDF ( 625) 7'- 11.7" -15/ 9V 0/ OH 1.50" 0.01 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.061" @ 2'- 9.3" Allowed = 0.427" 3 -, MAX TC PANEL TL DEFL = -0.058" @ 2'- 11.9" Allowed = 0.641" 12 MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" 7.50 0 MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" NOTE: Design assumes moisture content does 2 not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting ') system and components and cladding criteria. I Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), `n load duration factor=l.6, 0 I Truss designed for wind loads o in the plane of the truss only. T� gic , Io 1.--=-4 4�� -� M-3x4 .1 ). y 6-00 1-11-11 PROVIDE FULL BEARING;Jts:1,4,2,3I JOB NAME : 5019-B POLYGON - BJ4 K((..,sIttp ���'" Scale: 0.5029 ,�J 0,‘/// ..7.0 WARNINGS: GENERAL NOTES,unless otherwise noted: LC7 V l�l fM7/(( -r`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 � >92114 PE " Truss: BJ4 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 MJ 3.Additional temporary bracing to Insure stability dudng construction 2.Design assumes the top and bottom chords to b laterally braced at • 2'o.c.and at 10'ac.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as gQ !<= ' DATE: 11/26/2014 the overall structure is the responsibility of the building designer. g plywood whwe s howler drywall(6C). P rty g 9 3.co Impact sheathi or lateral bracing required where shown++ MCC ed SEQ. : 612 5 9 6 0 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. -, 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, , y �� ,,` TRANS I D: 413 213 design loads be applied to any component. and are for"dry condition"of use. ,/ y 5.CompuTms 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 ��, fabrication,handling,shipment and Installation of components. Designeessary. �},e R 1 Lh 6.This design is furnished subject to the imitations set forth 7. assumes locatedadeqonne both drainage is provided.and 'k'l 1. IIIIII II II IIIII IIIII IIIII IIIII IIIII IIII IIII by B.Plates shall be faces of truss, placed so their center Ml TPITCA In BCSI,copies of which will be furnished upon request, lines coincide with joint center Wnes. MiTek USA,Inc./CompuTrus Software 7.6.6(11.)-E9.10.FForlts basiciconnectorplf alate In inches. te design values see ESR-1311,ESR-1988 (MiTeW EXPIRES:12/31!201..5 This design prepared from computer input by 1E11111111This LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-225) 208 1-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=1 -90) 40 TC LATERAL SUPPORT <= 12"0C. 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 BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -21/ 235V -69/ 185H 5.50" 0.38 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -199/ 370V 0/ OH 1.50" 0.47 KDDF ( 625) 9'- 11.7" -4B/ 87V 0/ OH 1.50" 0.14 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing.I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.048" @ 2'- 11.8" Allowed = 0.427" 3 MAX TC PANEL TL DEFL = -0.054" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 9'- 10.9" 1 NOTE: Design assumes moisture content does 12 not to exceed 19% at time of manufacture. 7.50 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 2 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads ( o in the plane of the truss only. r- 0 o f rnBil o/- 1 41.." M-3x4 1, y 1' 6-00 3-11-11 (PROVIDE FULL BEARING;Jts:1,4,2,31 ��0p P R OPE, JOB NAME : 5019-B POLYGON - BJ5 Scale: 0.4366 � Ss � �GiN i0 444 it15F� '�17 WARNINGS: GENERAL NOTES,unless otherwise noted: 792$,�M�''r.E 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 P Truss• BJ5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2n4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure staW during construction 2.Design assumes the top and bottom chards to be laterally braced at 41 DES. BY' MJ ry 9 ty 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth by + ', is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/26/2014 the overall structure Is the responsibility of the bidding designer. 3.2x Impact bridging or lateral bracing required where shown++ b 4.No load should be appNed to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. '17, 4.OREGON SEQ. : 6125961 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, `! design loads be applied to any component. and are ss"dry condition"g as a. ry`. TRANS I D 413 213 8.Design assumes foil bearing at all supports shown.Shim or wedge if rA�y_r y 5.CompuTrus has no control over and assumes no responsibility for the necessary. 'cC �,�„`+- fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111 TPI k UCA In ncf copies rs which will bear 7.6.6(1 upon request. 9 lines indicate ittor f plate centerh joint lines. C n MITekUSA,InC./CompuTruSSOflwefe7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 I IH 1111IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 10.5" ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. 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 TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=21,7ft, TCDL=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. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF 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 7-11-04 7 11-09 complete specifications. f f T 12 12 7.50 M-4x9 Q 7.50 3 it o q 1 /- 411111111111111111111 o" 0 1 4 —7.'''''5 0 M-3x9 M-3x9 J, b 1-00 15-10-08 b y 1-00 JOB NAME : 5019-B POLYGON - Cl � � � �� Scale: 0.4353 �3��GINjgp �/� WARNINGS: GENERAL NOTES,unless otherwise noted: 4 /p/ 7 r 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 �" F 7`2 0.P G 1'"" Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper dirr 2.2x4 compression web bracing 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 laterallybraced at DES. BY: MJ 3.Additional temporary bracing to insure stability during construction dooppr is the responsibility of the erector.Additionalbracing 2'o.c.and at 10'o.c.respectively unless braced throughout their length by -e� Po tY permanent of continuous sheathing such as plywood sheathing(TC)and/or drywall(9C). J' DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown,-, `'CC SEQ. : 6125963 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. ^0 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, L. ,� TRANS I D: 413 213 design loads be applied to any component. and are for"dry condition"of use. /hh S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if '.S✓ 1 4 h� fabrication,handling,shipment and Installation of components, ‘),,,- necessary. 4//4 Fi n f�t `• 7.Design assumes adequate drainage is provided. f-1 L- 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 IIII VIII VIII VIII VIII VIII IIII IIIIMuleUSA,lnCsI,copies of which/ Compulrus Software 7.6.6(1 L)E request. 10 For asic connectoro oplate design values see ESR-1311,ESR-1988(MiTek) lines coincide with jint center lines. 9.Digits indicate size of plate in Inches. EXPIRES:12/31/2015 1 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-879) 256 1-7=(-158) 673 2-7=(-221) 196 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-662) 202 7-5=(-166) 669 7-3=( -98) 417 3-4=(-661) 184 7-4=(-211) 196 WEBS: 2x4 RIDE STAND LOADING 4-5=(-877) 243 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( 0) 60 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 LL = 25 PSF Ground Snow (Pg) OVERHANGS: 0.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -83/ 666V -117/ 1108 5.50" 1.07 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 15'- 10.5" -129/ 789V 0/ OH 5.50" 1.26 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.! BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.015" @ 7'- 11.3" Allowed = 0.748" MAX LL DEFL = -0.002" @ 16'- 10.5" Allowed = 0.100" 7-11-09AX TL CREEP DEFL = -0.003" @ 16'- 10.5" Allowed = 0.133" 7-11-04 MAXfX BC PANEL TL DEFL = -0.040" @ 12'- 3.1" Allowed = 0.471" T 9-01-06 3-09-14 3-09-14 � 9-01-06 MAX HORIZ. LL DEFL = 0.008" @ 15'- 5.0" T f ,( 1' MAX HORIZ. TL DEFL = 0.013" @ 15'- 5.0" 12 12 IIM-4x4 ' 7.50 NOTE: Design assumes moisture content does 7.50 not to exceed 19% at time of manufacture. 4.0" 3 '''..7;.7( Design conforms to main windforce-resisting PS system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads >5x31 M-1.5x3 in the plane of the truss only. 2 soo CDAAllikh r [; 6 1 M-3x8 M-3x4 c, M-3x9 ), y y 7-11-09 7-11-04 .1 ). y 15-10-08 1-00 pR JOB NAME : 5019-B POLYGON - C2 Scale: 0.3618 \`� � �(N >4 4 11/ZS r q WARNINGS: GENERAL NOTES,unless otherwise noted: Q' ! e P E /'' 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: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper r 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. ! 3.Additional temporarybracingto insure stabitty duringconstruction 2.Design assumes the top and bottom chords to be laterallybraced at DES. BY: MJ 2'o.c.end at 10'o.c.respectively unless braced throughout their lenggth by rlr! is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 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. S E Q. : 6125964 fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used in a noncorroste environment, t. �� design loads be applied to any component. and are for"dry condition"of use. L�v�q r 14 TRANS I D 413 213 8.Design assumes full bearing at all supports shown.Shim or wedge if ! � t 5.CompuTrus has no control over and assumes no responsibility for the necessary. 'R.; "Z." 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 S.Plates shall be located on both faces of truss,and placed so their center wh ch IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPIANTCA In BCSI,copies ofM Te USA,lnC/CompuTru3 williSoftware 76.6(1 L)E request. 10.lines FForribasic con dicate ecorolate In inches. f plate design values see ESR-1311,ESR-1988(MITep EXPIRES:'12/31/2015 I 1110011111 IIIIIIH III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 15-10-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1121) 221 l-5=(-213) 869 5-2=(-107) 591 4-7=(-794) 176 BC: 2x6 KDDF #10TR 2-3=( -553) 134 5-6=(-209) 842 2-6=(-500) 133 WEBS: 2x4 KDDF STAND LOADING 3-4=( -451) 126 6-7=( -42) 73 6-3=( -40) 165 LL = 25 PSF Ground Snow (Pg) 6-4=(-181) 837 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT <= 12"01. UON. BC UNIF LL( 173.4)+DL( 137.9)= 311.4 PLF 0'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -244/ 1185V -48/ 96H 5.50" 1.90 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 6'- 0.0" -225/ 1067V 0/ OH 5.50" 1.71 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR TOPSF LIVE LOAD. TOP !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Single member as shown. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Hangers attached to the bottom chord MAX LL DEFL = -0.007" @ 2'- 5.1" Allowed = 0.254" will have 1.5" max. nail penetration. 4-07-11 1-04-05 MAX TL CREEP DEFL = -0.015" @ 2'- 5.1" Allowed = 0.339" %. For hanger specs. - See a 1' 1' g p approved Tans MAX HORIZ. LL DEFL = 0.002" @ 5'- 10.3" 2-86 13 1-10-06 1-06-13 '( T ( MAX HORIZ. TL DEFL = 0.003" @ 5'- 10.3" 12 NOTE: Design assumes moisture content does 7.50 not to exceed 19% at time of manufacture. M-4x6 Design conforms to main windforce-resisting 3 M-3x6 system and components and cladding criteria. 4 --/ Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 'Mill �� load duration factor=l.6, M-3x5 Truss designed for wind loads in the plane of the truss only. o C ,� 1 ("4 AIM A- I� ®iAl o/-- ► 11 5 6 ii I,7 -/ M-5x10 M-1.5x3 M-6x8 M-1.5x3 .1 /' l y 2-05-01 1-10-06 1-08-09 b ), 6-00 JOB NAME •. 5019-B POLYGON - C GIRD Scale: 0.5126 �'c' �N vfi ss` WARNINGS: GENERAL NOTES,unless otherwise noted: c',°' �I/G5 (( 7 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•P E "5 � 1,,, Truss: C GIRD 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 MJ 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 rdooppp continuous sheathing such as plywood sheathing(TC)and/or drywalIMC). DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requiredairedwhere shown++ 1 CC t^ SEQ. : 6125965 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. '3 moi'OREGON `5% fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, lit" A.. TRANS I D: 413 213 design loads be applied to any component. and are for"dry condition"of use. / r5 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 tk 2.0' --k- 14 fabrication,handling,shipment and installation of components. necessary. 44 .R R I f y T' 6.This design is furnished subject to the limitations set forthg.Design assumes adequate drainage Is provided, 4.Y IIIIII VIII VIII VIII 11111 VIII VIII IIII II by 8.Plates shall be located on both feces of truss,and placed so their center TPIhVTCA In BCSI,copies of which will be furnished upon request. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 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-1988(MiTek) EXPIRES: P' ',)Zrf 1 201 This design prepared from computer input by 1111111111This LUMBER-BC LUMBER SPECIFICATIONS 20-08-00 GIRDER SUPPORTING 42-00-00 FROM 0-00-00 TO 13-08-00 1- I2_( 12664) 288IBC12012=(12 MAXG41EMBER98FORCESS l=(4W0 /I F/2018 007-17=(-1384) 6212 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 2x6 KDDF #1&BTR Ti, T3 2- 3=(-14720) 3364 12-13=( -230) 1112 1-13=(-3264) 14454 17- 8=( -510) 2158 BC: 2x8 KDDF #1&BTR LOADING 3- 4=(-12498) 2880 13-14=(-3018) 13626 13- 2=(-6552) 1496 8-1B=(-1034) 270 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-15116) 3480 14-15=(-3304) 14900 2-14=(-1132) 272 2x4 KDDF #1&BTR A; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 20'- 8.0"5V 7=(-11482) 2668 15-16=(-3298) 14734 14- 3=(-1570) 6936 2x6 KDDF #2 B BC UNIF LL( 500.0)+DL( 360.0)= 860.0 PLF 0'- 0.0" TO 13'- 8.0"6V• 7=( 0) 0 16-17=(-3298) 14734 14- 4=(-3514) 800 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 13'- 8.0" TO 20'- 8.0"7', 8=(-13464) 3100 17-18=(-2232) 10140 4-15=( -532) 2422 TC LATERAL SUPPORT <= 12"OC. UON. ADDL: BC UNIF LL+DL= 40.0 PLF 0'- 0.0" TO 4'- 0.0" V 8- 9=(-12318) 2782 18- 9=(-2222) 10102 15- 5=( -404) 558 BC LATERAL SUPPORT <= 12"OC. UON. 9-10=( 0) 60 16- 5=( -620) 2750 ADDL: BC CONC LL+DL= 1067.0 LBS @ 4'- 9.0" 5-17=(-4606) 1074 ADDL: BC CONC LL+DL= 3533.0 LBS @ 14'- 8.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 OPACIOR AT ESOC TOS. FOR L ALL FLAT TOP CHORD AREAS NOT SHEATHED RIQIIRD STORAGE DOES NOT APPLY DUE TO THE BEINIAL OCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -2373/ 10493V -114/ 70H 5.50" 16.79 KDDF ( 625) 8 20'- 8.0" -1732/ 7603V 0/ OH 5.50" 12.16 KDDF ( 625) OVERHANGS: 0.0" 12.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. rOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I Unbalanced live loads have been Caution: Note bearing area requirements. considered for this design. ( 2 ) complete trusses required. Join together 2 ply with 3"x.131 DIA GUN VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 nails staggered at: MAX LL DEFL = 0.133" @ 8'- 10.4" Allowed = 0.987" 9" oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.362" @ 8'- 10.4" Allowed = 1.317" 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = -0.001" @ 21'- 8.0" Allowed = 0.100" @ HANGER BY OTHERS TO APPLY 5" oc in 2 row(s) throughout 2x8 bottom chords, MAX TL CREEP DEFL = -0.001" @ 21'- 8.0" Allowed = 0.133" CONC. LOAD(S) EQUALLY TO ALL MEMBERS. 9" oc in 2 row(s) throughout 2x6 webs, 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. LL DEFL = -0.037" @ 20'- 2.5" 0-09-06 MAX HORIZ. TL DEFL = 0.079" @ 20'- 2.5" T f7-11-04 NOTE: Design assumes moisture content does 5-11 11 12-08 12 6 09-01T not to exceed 19% at time of manufacture. 4 T 3-05 2-02-09 2-11-04 3-04-08 2-03-10 2 09 3-03-10 Design conforms to main windforce-resisting T ( Q T system and components and cladding criteria. 6-00 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M 3x9+ load duration factor=1.6, 12 5 12 Truss designed for wind loads 7.50 Ai Q 7'50 in the plane of the truss only. M18HS-7x1431 M-34 x5 M-3x' S M-9x11 7M18HS-5x16 M 10x10 T3 4404, M18H5 7x19 2r""N141 8M-3x5 - T1 �, .v AL. M-5x16 o B ACD 117 wiz 13 19 is 0.25" M-3x10 M-8x10 M-118 5x3 0 M-8x10 M-3x8 MSHS-9x18 M-12x14(S) .1 y ), i1(i67#@ /, , 3,533#+ @ , y 1-02-081-11 2-04-05 3-04-08 3-01 3-02-12 2-04 3-01-14 .1 ,1 b 20-08 1-00 •<�EC- PR CiFfiss JOB NAME : 5019-B POLYGON - D1 Scale: 0.2015 ,s. t%%�Z5 X42 WARNINGS: GENERAL NOTES,unless otherwise noted: r•);' ± EMIThis design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS 35-09-00 MONO HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x6 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 60 2-10=(-1395) 3725 3-10=( -199) 491 8-14=(-5112) 2146 2x4 KDDF #1&BTR Ti 2- 3=(-4654) 1667 10-11= 2808) 6926 10- 4=( -466) 1604 14- 9=( -346) 253 BC: 2x6 KDDF SS (- LOADING 3- 9=(-9727) 1739 11-12=(-3219) 7831 10- 5=(-3316) 1508 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-4016) 1515 12-13=(-2895) 6988 5-11=( -104) 797 2x6 KDDF #2 A TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0,0" TO 6'- 0.0" V 5- 6=(-7252) 2881 13-14=(-1852) 4414 11- 6=( -725) 484 TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 35'- 9.0" V 6- 7=(-7539) 3023 6-12=( -436) 358 TC LATERAL SUPPORT <= 12"01. UON. BC UNIF LL( 0.0)+DL( 40.0)- 40.0 PLF 0'- 0.0" TO 35'- 9.0" V 7- 8=(-5167) 2081 12- 7=( -126) 824 BC LATERAL SUPPORT <= 12"01. UON. 8- 9=( -54) 55 7-13=(-2265) 1066 TC CONC LL( 250.0)+DL( 70.0)- 320.0 LBS @ 6'- 0.0" 13- 8=( -473) 1834 NOTE: 2x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -1020/ 3034V -69/ 135H 5.50" 4.85 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 35'- 9.0" -1239/ 3025V 0/ OH 5.50" 4.84 KDDF ( 625) OVERHANGS: 12.0" 0.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. JT 2: Heel to plate corner = 1.50" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.401" @ 17'- 6.8" Allowed = 1.742" MAX TL CREEP DEFL = -0.746" @ 17'- 6.8" Allowed = 2.322" MAX HORIZ. LL DEFL = -0.106" @ 35'- 3.5" MAX HORIZ_ TL DEFL = 0.164" @ 35'- 3.5" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 5-11-11 29-09-05 T T 1' 3-00-04 2-11-07 5-07-08 5-11-09 5-11-09 5-11-09 6-03-01 1' 1 1320# 1' f T 1' T 12 7.50 M-4x10 M-7x8(S) M-4x8 s 6 y.25" M-3x8 M -8x10 M-3x6 M- i.5x3IR +no NE [} 3...V:00000,000000.- + + o A m s.0 r� A 10 ii I' 4 12 o M 3x10 M-9x12 0.25" 0.25' M-5x6 M 4x1214 M18HS-7x14(5) M18HS-7x14(5) .0 1, y .0 .0 l 5-05-14 7-07-04 7-05-08 7-05-08 7-09 .0 1, 1-00 35-09 JOB NAME : 5019-B POLYGON - El <c ����` Scale: 0.1780 ,� G)NC ){tI�{(I� `�/0 WARNINGS: GENERAL NOTES,unless otherwise noted a,.. /// 7 !(r' 17 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 .92,0 PE I" Truss: 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. ✓" 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ 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 } continuous sheathing such as plywooding(TC)and/or drywall C. f MOW- DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requiredaired where shown*+ ) �G tr SEQ. : 6125967 4.No load should be applied to any component until alter all bracing end 4.Installation of truss is the responsibility of the respective contractor. 7G �i 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, NTjc ,(`'r✓ TRANS I D• 413 213 design loads be applied to any component. end are for"dry condition"of use, S.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- 14 0 L�,T fabrication,handling, necessary. p'. shipment and installation of components. 7.Design assumes adequate drainage istruss, provided. �'R b`f -.VV 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 !1 ch will be ished upon lin IIIIII VIII VIII VIII VIII VIII VIII IIII IIII MiTTPIANTCA eUSA,lnoJCompuTfus I,copies of iSoftWaref 76.6(1 L)E request. 1Forrs coincide with basic connector sizoroint plateenter lines. design values see ESR-1311,ESR-1988 9.Digits Indicate size of plate in inches. (MiTek) EXPIRES:12/31/2015 I IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-11=(-657) 1836 3-11=( -116) 139 9-15=( -21) 141 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2319) 568 11-12=(-716) 2555 11- 4=( -137) 819 15-10=( -384) 1313 3- 4=(-2185) 535 12-13=(-755) 2758 11- 5=(-1003) 269 10-16=(-1508) 450 WEBS: 2x9 KDDF STAND LOADING 4- 5=(-1802) 496 13-14=(-681) 2481 5-12=( 0) 313 _ 633) 670 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+n( 7.0) ON TOP CHORD = 32.0 PSF 5-6 =j- 2633 ) 659 14-15=(-513) 1721 12-16=( -199) 178 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF 7- 8=(-1940) 509 13- 7=( -29) 359 8- 9=( -382) 175 7-14=( -840) 223 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( -495) 179 14- B=( -93) 813 8-15=(-1773) 473 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" BOTTOM 0'- 0.0" -226/ 1632V -100/ 181H 5.50" 2.61 KDDF ( 625) AND BOTTTOMOM CHORD CHECKED FOR DLIVE LOADSS ACT LIVE LOAD. TOP T NON-CONCURRENTLY. 35'- 9.0" -179/ 1488V 0/ 08 5.50" 2.38 KDDF ( 625) ** For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.159" @ 18'- 4.2" Allowed = 1.742" MAX TL CREEP DEFL = -0.321" @ 18'- 4.2" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.059" @ 35'- 7.3" MAX HORIZ. TL DEFL = 0.097" @ 35'- 7.3" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting 7-11-11 26-00-10 1-08-11 system and components and cladding criteria. 3-11-07 9 00-04 5-01-01 5-03 08 5-03-08 5-03-08 5-01-01 1-08-11 Wind: 140 mph, h=21.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 08 1c (All Heights), Enclosed, Cat.2, Exp.B, MWFRSIDir), 12 load duration factor=l.6, 12 Truss designed for wind loads 7.50 ' 7.50 in the plane of the truss only. M-5x6(5) M-4x6 M-4x6 M-3x4 0.25" 6 M-3x4 M-3x5 9 M 4x4 y 7 v v\ M-1.5x3 o 3 I M O 1 O r OW o 11 12 13 14 15 16** M-3x5 M-3x8 M-3x4 M-3x4 M-3x4 M-4x8 M18HS-3x18(S) M-1.5x3 7-07-07 6-09-02 6-07-06 6-07-06 6-09-02 1-04-07 y 20-00 15-09 y 1 y 1-00 35-09 � ‘�0 PROFtss JOB NAME : 5019-B POLYGON - E2 Scale: 0.1746 \� �yGIN /4 �� lJ/Z5�� �q WARNINGS: GENERAL NOTES,unless otherwise noted: `Z P 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and Is for an Individual Truss• E2 end Warnings before construction commences. building component.Applicability of design parameters and proper 2.2n4 compression web bredng must be installedwhere s hown+, incorporation of component Is the responsibility(tithe building designer. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.e.respectively unless braced throughout their length by .„,,,jam., is the responsibility of the erector.Additional permanent bracing of DES. BY: MJ continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/2 6/2 019 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ OREGON (U 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. th SEQ. : 63.25968 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, �f ,��! (° design loads be applied to any component. and are for"dry condition"g use. TRANS I D 413 213 6.Design assumes lull bearing at all supports shown.Shim or wedge it t 5.CompuTrus has no control over end assumes no responsibility for the necesseR y 4.�" fabrication,handling,shipment and installation of components. 7.Design sumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center CA in BCSI,copies of lines de with joint center lines. IIIIII II II VIII VIII VIII VIII VIII IIII IIII MiTekU SA,lnc./CompuTrus which Softwarefurnished 7.6 6(1 L)-E request. 0.For asicconnectorize oplplate te design values see ESR-1311,ESR-1988(MlTelg 9. EXPIRES'12/31/2015 11111111 11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-11=(-657) 1836 3-11=( -116) 139 9-15=( -21) 141 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2319) 568 11-12=(-716) 2555 11- 4=( -137) 819 15-10=( -384) 1313 WEBS: 2x4 KDDF STAND 3- 4=(-2185) 535 12-13=(-755) 2758 11- 5=(-1003) 269 10-16=(-1508) 450 LOADING 4- 5=(-1802) 496 13-14=(-681) 2481 5-12=( 0) 313 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2633) 670 14-15=(-513) 1721 12- 6=( -199) 78 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2656) 659 15-16=( -52) 67 6-13=( -208) 121 TOTAL LOAD = 42.0 PSF 7- 8=(-1940) 509 13- 7=( -29) 359 8- 9=( -382) 175 7-14=( -840) 223 NOTE: 2x4 BRACING AT 24"00 UON. FOR LL = 25 PIE Ground Snow (Pg) 9-10=( -445) 179 14- 8=( -93) 813 ALL FLAT TOP CHORD AREAS NOT SHEATHED 8-15=(-1773) 473 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -226/ 1632V -100/ 181H 5.50" 2.61 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 9.0" -179/ 1488V 0/ OH 5.50" 2.38 KDDF ( 625) ** For hanger specs. - See approved plans '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 = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.159" 0 18'- 4.2" Allowed = 1.742" MAX TL CREEP DEFL = -0.321" @ 18'- 4.2" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.059" @ 35'- 7.3" MAX HORIZ. TL DEFL = 0.097" @ 35'- 7.3" NOTE: Design assumes moisture content does 9-11-11 22-00-10 3-08-11 not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting 3-11-07 3-09-12 5-03 -08 5-03-08 5-03-08 5-03-08 5-03-x08 1-06-03 system and components and cladding criteria. T T T T T T T f T 8-00 1-09 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 7.50 12 load duration factor=l.6, M 9x6 M 5x6(5) Q 7.50 inTruss thedesigned offor thewind lo trussonly. ads M-3x9M-4x6 � 5 0.25"� 6 M-3x4 M-3x5 9 �� e :M-4x9 3 0 M-1.5x3 ` -/ + a O I M O o toy 11 12 13 o M-3x5 M-3x8 M-3x4 M-3x4 M-3x4 M-9x816 ** M18HS-3x18(5) M-1.5x3 / / / / / / 1, 7-07-07 6-09-02 6-07-06 y 6-07-06 6-09-02 1-04-07 b b b 20-00 15-09 l 1-00 35-09 b JOB NAME : 5019-B POLYGON - E3 sale: 0.1746 <c n+ t1F ss/0 WARNINGS: GENERAL NOTES,unless otherwise noted: ZGt /�/r�G7( -P 1.Builder and erection contractor should be advised of a8 General Notes 1.This design is based only upon the parameters shown and Is for an individual � .P C' Truss: E3 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. 401.1,07 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Po ty permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ` �'. 0401.1P DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ `(� SEQ. : 6125969 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. ' OREGON ^V fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, /... ��y V, TRANS I D• 413 213 design loads be applied to any component. end are for"dry condition"of use. _i 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full beating at all supports shown.Shim or wedge if Q 7 4 h� fabrication,handling,shipment and installation of components. necessary. g R R I L5 T' 6.This design is furnished subject to the limitations set forth 8.Plates assumes adequate drainage is muss,a. '✓� t+ I IIIIII II II VIII I III VIII VIII VIII IIII IIII by 8 Plates shall be located on both faces of truss,and placed so their center TPIIWiCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center Ines. MiTek USA,Ino./COrnpuTru3 Software 7.6.6(1 L)-Z9. late In Inches. 10.FFor�basio onnecots Incate sizerplf ate design values see ESR-1311.ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2344) 517 1- 9=(-506) 1918 9- 2=( 0) 226 12- 7=( -8) 513 BC: 2x4 KDDF #1&8T0 SPACED 24.0" O.C. 2- 3=(-1944) 517 9-10=(-507) 1916 2-10=(-361) 184 7-13=1-1624) 405 3- 4=(-1561) 491 10-11=(-419) 1831 10- 3=(-131) 679 13- 8=( -109) 82 WEBS: 2x9 KDDF STAND LOADING 4- 5=(-1766) 526 11-12=(-387) 1683 10- 4=(-450) 136 TC LATERAL SUPPORT <= 12"OC. DON. LL) 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1169) 406 12-13=(-248) 903 4-11=( -90) 116 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1433) 428 11- 5=( 0) 383 TOTAL LOAD = 42.0 PSF 7- 8=( -83) 93 5-12=(-852) 236 6-12=( -91) 469 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. 0'- 0.0" -196/ 1508V -159/ 2108 5.50" 2.41 KDDF ( 625) ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 35'- 9.0" -190/ 1495V 0/ OH 5.50" 2.39 KDDF ( 625) rOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.091" @ 17'- 3.1" Allowed = 1.742" MAX TL CREEP DEFL = -0.183" @ 17'- 3.1" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.044" @ 35'- 5.5" MAX HORIZ. TL DEFL = 0.072" @ 35'- 5.5" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 11-11-11 16-00-10 7-08-11 Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1' 1' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6-02-15 5-08-12 5-03-06 5-05-14 5-03-06 3-11-09 3-09-02 load duration factor=l.6, 1' ' ' 1 T 1' 1 1' Truss designed for wind loads 12 12 M-bx6 in the plane of the truss only. 7.50 M-4x63 M-3x9 M-3x4 5 Q 7.50 4 5 4. a w M-3x5 M-3x9 2 +. + [15x3 CD ** ro M-3x5 M-1.5x3 M-3x8 0.25 M-3x8 M-3x5 M-5x6(S) 1, b y y ), 6-01-03 5-06-09 8-09-09 8-04-09 7-09-07 .6 y 35-09 \�Q'r�p P R QF�sd JOB NAME : 5019-B POLYGON - E4 Scale: 0.1886 � f/ 54i 17 �a WARNINGS: GENERAL NOTES,unless otherwise noted: �• T92400PE (� 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• E4 and Warnings before construction commences. building component.Applicability of design parameters and properii i/ 2.204 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary brain to Insure stabil during construction 2.Design assumes the top and bottom chords to be laterally braced at /• ' DES. BY' MJ ry g ty 2'o.c.and at 10'o.c.respectively unless braced throughout their length by St1�iR Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor drywali(BC). +� ' DATE• 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 74. le GORE ON kr4.No load should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : 6125970 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, N,120 r 14 LQ �� design loads be applied to any component. end are for"dry condition"of use. V TRANS 1 D 413 213 6.Design assumes full bearing u all supports shown.Shim or wedge if 5.Comp tion,has no control over and assumes no responsibility for the necessary. c,: y.L,�.= fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the inflations set forth by 8.Plates shall be located on both faces of truss,and placed so their center OWTCA In I,copies of whch will be furnished upon ines coincide with joint center lines. IIIIII VIII VIII VIII VIII VIII VIII IIII IIIIMTe USA,Jnc.fCOmpuTru6ISoftware 7.6.6(1 L)E request. f late In inches. 1U IFForrlbas c connector oplate design values see ESR-1311,ESR-1988(MiTek) Digtsdicate size EXPIRES:12/31/2015 1E1IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2344) 625 1-11=(-580) 1930 11- 2=( 0) 226 15-10=(-109) 85 BC: 2x4 KDDF 81&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=(-1994) 632 11-12=(-581) 1928 2-12=( -361) 175 3- 9=( 0) 0 12-13=(-524) 1840 12- 3=( -135) 673 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3- 5=(-1572) 581 13-14=(-484) 1682 12- 5=( -458) 148 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1770) 626 14-15=(-300) 903 5-13=( -90) 116 BC LATERAL SUPPORT <= 12"OC. 0ON. DL ON BOTTOM CHORD = 10.0 PIE 6- 8=(-1177) 476 13- 6=( 0 397 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 ) 6-19=( -860) 269 NOTE: 2x4 BRACING AT 29"0C UON. FOR 8- 9=(-1433) 518 8-14=( -83) 478 ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) 9-10=( -83) 94 14- 9=( -33) 510 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9-15=(-1629) 499 ** For hon ger s aces. - See approvedLIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA 9 P plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -261/ 1508V -160/ 211H 5.50" 2.41 KDDF ( 625) 35'- 9.0" -270/ 1495V 0/ OH 5.50" 2.39 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 = -0.091" @ 17'- 3.1" Allowed = 1.742" MAX TL CREEP PEEL = -0.183" 8 17'- 3.1" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.044" @ 35'- 5.5" MAX HORIZ. TL DEFL = 0.073" @ 35'- 5.5" NOTE: Design assumes moisture content does 13-11 11 not to exceed 19% at time of manufacture. 12-00-10 9-08-11 Design conforms to main windforce-resisting 6-02-15 5-06-04 2-02-08 3-03-06 5-05-14 3-03-06 2-02-08 3-09-02 3-09-02 system and components and cladding criteria. f T T T T 12-00 T T T T T Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Al T 7-09 ( 4 7 T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 T load duration factor=1.6, 7.50 M-4x6 M-4x6 12 Truss designed for wind loads 3 M-5 x4 M-3x46e Q 7.50 in the plane of the truss only. M-3x5 M-3x4 e 2 s f V ,+ M-1.5x3 + ° -/ 0 I 0 0 0 4, I} NOMFM 111. I o M-3x5 M-1.5x3 M-3x8 0.25'3 M-3x8 M-3x5 M-5x6(S) ,1 ,1 ) / .6 6-01-03 5-06-04 8-04-09 8-04-09 7-04-07 l 35-09 JOB NAME : 5019-B POLYGON - E5 Scale: 0.1848 �� ��1 PN Ores, �, WARNINGS: GENERAL NOTES,unless otherwise noted: 4<� /[!�/25 c '7 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 `92,•P E f^' T ru s S: E5 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.204 compression web bradng must be Installed where shown+, incorporation of component is the responsibility of the building designer. ,+` DES. BY: MJ 3.Additional temporary bracing to Insure stability doing 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.end at 19'o.c.respectively unless braced throughout their length by DATE: 11/26/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)a shownand/or drywall(BC). - 9 3.2x Impact bridging or lateral bracing required where shown++ ry, 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 w OREGON S E Q. : 6125971A% fasteners are complete and at no time should any loads greater 5.Design assumes trusses are to be used in a ngncorrosive environment, i 7 t" TRANS I D• 413 213 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 }, a `. �yfy fabrication,handling,shipment and installation of components. necessary. s p t V 6.This design is furnished subject to the limitations set forth by 8.Plate7. sshallbe located assumes gone both faces drainage of truss,and placed so their center y i..�' IIIIIII VIII VIII VIII VIII VIII ILII IIII IIIIMire USA, which lnC./CoRlpuTfus Softwaref 7.6.6(1 L)E request. lines size of plate Ininitsic car plate e values see E3R-1311,ESR-1988(MITek) EXPIRES:12/31/2015 This design prepared from computer input by IIIIIIIIIIIIII PACIFIC LUMBER-BC TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1- 2=(-2344) 625 1-11=(-580) 1930 11- 2=( 0) 226 15-10=(-109) 85 TC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1944) 632 11-12=(-581) 1928 2-12=( -361) 175 BC: 2x4 KDDF #1&BTR 3- 4=( 0) 0 12-13=(-529) 1890 12- 3=( -135) 673 WEBS: 2x4 KDDF STAND LOADING 3- 5=1-1572) 581 13-14=(-484) 1682 12- 5=( -458) 148 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-1770) 626 14-15=1-300) 903 5-13=( -90) 116 TC LATERAL SUPPORT <= 12"OC. DON. 6- 8=(-1177) 476 13- 6=( 0) 397 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTOTA CLOAD = 42.0 PSF 7- 6=( 0) 0 6-14=( -860) 269 TOTAL LOAD = 42.0 PSP 8- 9=1-1433) 516 8-14=( -83) 478 9-10=1 -83) 94 19- 9=( -33) 510 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 4-19=(-1-33) 510 ALL FLAT TOP CHORD AREAS NOT SHEATHED $ BOTTOM CHORD CHECKED FOR A 0 PSF LIMITED 20O2AGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x4 or equal at non-structural THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -261/ 1508V -160/ 211H 5.50" 2.41 KDDF ( 625) vertical members loon). 35'- 9.0" -270/ 1495V 0/ OH 5.50" 2.39 KDDF ( 625) ** For hanger specs. - See approved plans �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = -0.091" 9 17'- 3.1" Allowed = 1.792" MAX TL CREEP DEFL = -0.183" 9 17'- 3.1" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.044" 9 35'- 5.5" MAX HORIZ. TL DEFL = 0.073" 8 35'- 5.5" 11-08-11 NOTE: Design assumes moisture content does 15-11-11 8 00 10 not to exceed 19% at time of manufacture. T T 6-02=15 5-06-09 2-02-08 3-03-06 5-05-14 3-03-06 2-02-08 3-09-02 3-09-02 Design conforms to main windforce-resisting :001 T <+5,27F- ( system and components and cladding criteria. 12-00 M-43x-60+3:4% x6+ M-4x6+ 7-09 $D,(.1 T Wind: 190 mph, h=23.Sft, TCDL=9.2,BCDL=6.0, ASCE 7 10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 -1 Q 7 50 load duration factor=l.6, 7.50 4 o Truss designed for wind loads M-4x6 in the plane of the truss only. M-9x63 M-5x9 �' M-6x9 $ M-3x9 M-3x5 2 9 M-1.5x3 r +, + 0 0 t 0 1 11111111111111N ('1 o YAM YI -/ 9 r12 T 3 14 **15 o 1** 11 12 o M-3x5 M-1.5x3 M-3x8 0.25' M-3x8 M-3x5 M-5x6(S) 1, b b b b b 6-01-03 5-06-04 8 09 09 8-04-09 7-04-07 y 35-09 stO PROpt JOB NAME : 5019-B POLYGON - E6 Scale: 0.1828 `� SAN �G4 WARNINGS: GENERAL.NOTES,unless otherwise noted: +�f L f 1.Builder and erection contractor should be advised of all General Notes t.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" E 6 2.2x4 compression web bradng must be installed where shown*. Incorporation of component is the responsibility of the building designer. • 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Alla•"" 11* po ry g y 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth by , ., �, DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OREGON �JF DATE: 11/2 6/2 014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ^V 4.No load should be teteappliedn to any component until after all bracing and 4.5.0esInstallation ga nassumes trusses s are to beusedoln a nonhe corrosive environment, / -0 7 �.G -r�,N� t�""i.... SEQ. : 6125972 fasteners are complete and at no time should any loath greater than and are for"dry condition"of use. f7 design loads be applied to over and component. 6.Design assumes full beefing at all supports shown.Shim or wedge if �y t-f i V TRANS I D: 413 213 5.fabrication, has li ,shipmentpl and nssumes no responsibilityoponfor the rte Design �R R 14-- fabrication,handling, end installation of components. 7.Design somas 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 11111111111111111111111111111111111111111 TPI A in BCSI,copies of which will be furnished upon request lines indicate centerde with joint MITek USA,Ina./CompuTrus Software 7.6.6(1L)-Z 9. is eoate ininches.For basic connector platedesign values see ESR-1311,ESR-1988(dlTek) EXPIRES:12/31/2015 1111111011 III) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2344) 850 1-11=(-742) 1946 11- 2=( 0) 226 15-10=(-109) 88 BC: 2x4 KDDF ql&BTR SPACED 24.0" 0.C. 2- 3=(-1944) 861 11-12=(-743) 1945 2-12=( -361) 158 WEBS: 2x4 KDDF STAND 3- 4=(-1588) 769 12-13=(-802) 1859 12- 3=( -226) 676 LOADING 3- 5=( 0) 0 13-14=(-745) 1676 12- 4=( -457) 287 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE 4- 7=(-1776) 898 14-15=(-409) 903 4-13=( -100) 136 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=( 0) 0 13- 7=( -24) 433 TOTAL LOAD = 42.0 PSF 7- 8=(-1188) 620 7-14=( -860) 450 8- 9=(-1433) 692 8-14=( -156) 480 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( -83) 95 14- 9=( -119) 508 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-15=(-1624) 692 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA M-1.5x4 or equal at non-structural THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). 0'- 0.0" -398/ 1508V -161/ 213H 5.50" 2.41 KDDF ( 625) ** For hanger specs. - See approved plans 35'- 9.0" 438/ 1495V 0/ OH 5.50" 2.39 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 = 0.106" @ 12'- 0.0" Allowed = 1.742" MAX TL CREEP DEFL = -0.185" @ 17'- 3.1" Allowed = 2.322" 0-08-10 0-08-10 MAX HORIZ. LL DEFL = -0.048" @ 35'- 5.5" 17-11-11 4-00-10 '(� 13-08-11 MAX HORIZ. TL DEFL = 0.073" @ 35'- 5.5" 6-11-09 11-00-02 10-00-05 7-09 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 6-02-15 5-06-09 5-05-19 4-00-10 5-05-14 3-09-02 3-09-02 T T '1 T T T 1' T T 1' Design conforms to main windforce-resisting 12-00 7-09 system and components and cladding criteria. T T 5 6 T 1' Wind: 140 mph, h=24.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, HERS(Did, 7.50 17 Q 7.50 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-9x6y. M-4x4 M-7x4 I`aM-4x6 r �� 4VA M-3x5 PA 9 M1.5x30o oA. ;3 14 **is M o M-3x5 M 1.5x3 M-3x8 0.25' M-3x8 M-3x5 M-5x6(S) .1 ), ), 1, 1 .1 6-01-03 5-06-04 8-04-09 8-09-09 7-04-07 1. y 35-09 JOB NAME : 5019-B POLYGON - E7 Scale: 0.1691 Se, vy �j��j}"�Ss, WARNINGS: GENERAL NOTES,unless otherwise noted: /p/�^" r r,,, 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 >9 •P G. Truss: E7 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at rw DES. BY: MJ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their lengthby t continuous sheathing such as plywood sheathing(TC)s and/or drywaq C. -"� r DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ CC' SE 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. "! OREGON b, �4(f Q. : 612 5 9 7 3 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, G 7,`i design loads be applied to any component. and are for"dry condition"of use. :� '7 t��}. ..�... TRANS I D: 413 213 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 r V.�<sY fabrication,handling, necessary. ( }y shipment and Installation of components. 7.Design assumes adequate drainage is provided. l,. 8.This design is furnished subject to the!irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII IIII VIII I III IIII IIII IIII IIII IIII TPI WICA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MITek USA,inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2278) 499 1- B=(-447) 2006 2- 8=(-303) 246 6-11=(-1611) 404 BC: 2x4 KDDF 810TR SPACED 24.0" O.C. 2- 3=(-2046) 506 8- 9=(-295) 1618 8- 3=( -65) 577 11- 7=( -54) 55 WEBS: 2x4 KDDF STAND 3- 4=(-1346) 451 9-10=(-238) 1215 3- 9=(-759) 300 LOADING 4- 5=(-1360) 448 10-11=(-215) 762 9- 4=(-284) 1027 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1406) 366 9- 5=(-330) 228 BC LATERAL SUPPORT <= 12"OC. UON. UL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -59) 75 5-10=(-271) 177 TOTAL LOAD = 42.0 PSF 10- 6=( 0) 628 ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORD BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -236/ 1508V -286/ 338H 5.50" 2.41 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 35'- 9.0" -231/ 1495V 0/ OH 5.50" 2.39 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. '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 = -0.088" @ 13'- 3.6" Allowed = 1.742" MAX TL CREEP DEFL = -0.171" @ 10'- 2.6" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.041" @ 35'- 5.5" MAX HORIZ. TL DEFL = 0.065" @ 35'- 5.5" 20-00 15-09 NOTE: Design assumes moisture content does ,r TT not to exceed 19% at time of manufacture. 6-10-14 6-05-11 6-07-07 6-07-07 6-07-03 2-06-06 f f f T f T f Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 7.50 M 4x6 Q 7.50 Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4,t0\" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 .6-, load duration factor=l.6, te Truss designed for wind loads in the plane of the truss only. M-5x6(S) 025" M-3x4 >4/A \11M44 M-1.5x3 7 0 us 1, o **,1M-3x5 M-3x9 0.25 M 3x4 M-3x911** M-5x8(5) J, y 1, b b 10-02-10 9-09-06 9-09-06 5-11-10 b * 35-09 p`EO PR0 ss JOB NAME •. 5019-B POLYGON - E8 Scale: 0.1636 �� 0.,‘ ,CI /GIN47. /0 WARNINGS: GENERAL NOTES,unless otherwise noted: !C e P E r" 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 Truss: E8 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown*. Incorporation of component is the responsibility of the building designer. ier 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at dooppp DES. BY: MJ is the res nslMli of the erector.Additional ermanent bract of 2'o.c.and at 10'o.c.such tivey unless braced throughout their length by r�rr v 4�,. po ty P n9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ¢ `[. DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown+* �� OREGON 4,/ 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. ♦k SEQ. : 6125974 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, A design loads be applied to any component, and are for"dry condition"of use. �© F 14 TRANS 1 D: 413 213 5.CompuTrus has no control over and assumes no responsibility for the 6.necessary.ndarssumes full bearing at all supports shown.Shim or wedge if p MLA- EXPIRES: fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. r1 F1 �� 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 IIIIIII VIII VIII I III 1111111111111111111 III VIII VIII IIII IIII TPINYTCA In BCSI,copies of which will be furnished upon request. git coincide with JointaIn Ines. . 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPO RES:12/31/2015 IIIIIIIIIIIIII This desig LUnMBER-BpreparedC from computer input by i LUMBER SPECIFICATIONS 9-00-00 GIRDER SUPPORTING 35-09-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-4068) 888 1-5=(-764) 3262 5-2=1 -380) 1796 4-7=(-2324) 532 BC: 2x6 KDDF #1&BTR 2-3=(-2506) 578 5-6=1-752) 3200 2-6=(-1330) 339 WEBS: 2x9 KDDF STAND LOADING 3-4=1-2108) 510 6-7=1 -98) 102 6-3=1 -234) 1040 LL = 25 PSF Ground Snow (Pg) 6-4=( -668) 2986 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 9'- 0.0" V BC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 421.9)+DL( 306.9)= 728.8 PLF 0'- 0.0" TO 9'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -815/ 3691V -64/ 1280 5.50" 5.91 KDDF ( 625) NOTE: 2x9 BRACING AT 24"0C UON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 0.0" -767/ 3943V 0/ OH 5.50" 5.51 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED -- BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Join together 2 ply with 3"x.131 DIA GUN MAX LL DEFL = -0.019" @ 3'- 1.0" Allowed = 0.909" nails staggered at: MAX TL CREEP DEFL = -0.038" @ 3'- 1.0" Allowed = 0.539" 9" oc in 1 row(s) throughout 2x4 top chords, 6" oc in 2 row(s) throughout 2x6 bottom chords, MAX HORIZ. LL DEFL = 0.004" @ 8'- 10.3" 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. TL DEFL = 0.007" @ 8'- 10.3" 5-11-11 3-00-05 NOTE: Design assumes moisture content does f f T not to exceed 19% at time of manufacture. 3-02-13 2-06-06 3-02-13 Design conforms to main windforce-resisting T T T T system and components and cladding criteria. 12 7.50 M-4x6 Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4x9 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 41lFor hanger specs - See approved plans Tinr�usthesadddesignedfplaneofforothewind6trussloadsonly. I ® • 111 1=� 5 6 7 -f o M-5x10 M-3x6 M-6x8 M-3x8 ** 3-01-01 2-06-06 3-04-09 1' / 9-00 JOB NAME : 5019-B POLYGON - E GIRD Scale: 0.4119 c3•C(.4" �GPN ��ltS. 1 WARNINGS: GENERAL NOTES,unless otherwise noted: k' ,�/r^ 7 "7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an individual 4 . _`^92 II O P E. 1"- Truss: E GIRD and Wamings 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. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and et 10'o.c.respectively unless braced throughout their length by r r DATE: 11/26/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall C. a ' P b 9 3.2x Impact bridging or lateral bracing where shown++ ) � CC' SEQ. : 61259754.No load should be appled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON 44/ fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �L hj ��NIX TRANS I D: 413 213 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 baa ng et all supports shown.Shim or wedge if O 14 fabrication,handling,shipment and Installation of components. Dnesign cessary. R n L 7.Design assumes adequate ais provided. f-Y 1. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ished upon lines de with Jint center Ines. IIIIII III(IIII I III VIII VIII VIII IIII IIIIMTeUSA,lnoJCompuTrus I,copies of which Softwaref 76.6(1 L)E request 10 For basic Gco nectoroplate design values see ESR-1311,ESR-1988(MITek) 9.Digits Indicate size of plate in Inches. EXPIRES:12131/2015 Ilk IIIIII IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 166)3-4=( 51 2-3=1-176) 130 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 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" -24/ 378V -57/ 174H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -166/ 337V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 10.9" -18/ 2V 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, n=1/1E0AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY4 -1 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.059" @ 2'- 9.3" Allowed = 0.427" 12 0 MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" 7.50 MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" 3 MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.2" NOTE: Design assumes moisture content does ') not to exceed 19% at time of manufacture. I Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Mo (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), t load duration factor=l.6, n Truss designed for wind loads in the plane of the truss only. 0 M-3x4 3' y .1 b 1-00 6-00 1-10-15 PROVIDE FULL BEARING;Jts:2,5,3,41 00 PRope JOB NAME : 5019-B POLYGON - EJ3 - ,,, 4C /0 Scale: 0.5079 '�./1/Z5/P4/+ 1/"3p WARNINGS: GENERAL NOTES,unless otherwise noted: +�' 9 �P E r'"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• EJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2n4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. "11 A00, 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterallybraced at DES. BY: MJ s the res nslbili of the erector.Additional permanent bracin of 2'o.c.and at 10'o.c.respectNely unless braced throughout their length by fin. po ty 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '^ CC DATE• 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �G OREGON awN�b �((/ 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. SEQ. : 6125976 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, - -t! 7✓� design loads be applied to any component. and are for"dry condition"of use. P TRANS I D: 413 213 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if An i!)necessary. "r'�R I L' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Irritations set forth by B.Plates shall be located on both faces of truss,and placed so their center IIIIIII VIII VIII VIII VIII VIII IIID IIII IIII iPJwhich request MTee USA, nCCOmpuTrus Software 7.6.6(1L)E lines obcoincide 1Findicate oat rcoectorpltedesign values see ESR-1311,ESR-1958(MiTek) EXPIRES;12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x4 KDDF H10TR SPACED 24.0" O.C. 2-3=(-229) 205 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4=( -89) 40 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 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" -22/ 375V -72/ 214H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -191/ 365V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 10.9" -48/ 89V 0/ OH 1.50" 0.14 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 4 -/ VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" I) MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.039" @ 3'- 4.9" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.641" 12 7 50 MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.2" MAX HORIZ. TL DEFL = -0.003" @ 9'- 10.2" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 3 Design conforms to main windforce-resisting system and components and cladding criteria. 4) ti Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. /- of ►� 5► -f M-3x9 b ,1 y ), 1-00 6-00 3-10-15 'PROVIDE FULL BEARING;Jts:2,5,3,4J JOB NAME : 5019-B POLYGON - EJ4 ,, PR Scale: 0.4522 � �N'/�y/}��7y/p7 `�f� WARNINGS: GENERAL NOTES,unless otherwise noted: <tf //25f//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 n 92./PE 1.-- Truss: EJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bredng must be Installed where shown+. Incorporation of component is the responsibility of the building designer. i+'i t000 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ Is the responsibility of the erector.Additional permanent bracing of 2'c.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). - 77 DATE: 11/26/2014 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 appled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 dOREGON tt✓ S E Q. : 6125977 LN 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, / -T}" QtX TRANS I D• 413 213 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 et all supports shown.Shim or wedge if '.4 14 2 fabrication,handling,shipment end installation of components. necessary. 8.This design Is fumished subject to the limitations set forth8.Designlaesassumes adequate onne both drainagecis of truss,sed. ' 1rf t�l„ 11111111111111011111 VIII'II II VIII VIII VIII VIII VIII'III'III by 8.Plates shall be located faces end placed so their center TPIANlCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTBk USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10 Digits rasicicate size connectorplf ate design vlate in alues see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 This design prepared from computer input by 1111111111This LUMBER-BC TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER 4PECIFICATIONS TC: 2x4 KDDF MKT LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 02-3=(-223) 208 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 3-4=( -90) 40 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL OH BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 2.8" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 374V -73/ 216H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -193/ 368V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 0.0" -60/ 93V 0/ OH 1.50" 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. rOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 4 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" ) MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.023" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.031" MAX TC PANEL LL DEFL = 0.038" @ 3'- 4.9" Allowed = 0.427" 12 MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.641" 7.50 177 MAX HORIZ. LL DEFL = -0.003" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.003" @ 9'- 11.2" NOTE: Design assumes moisture content does 3 not to exceed 19% at time of manufacture. N Design conforms to main windforce-resisting 0 1 system and components and cladding criteria. cm of Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, . (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. o c M I 5►� O 1 M-3x4 ,l 1, /' .1 1-00 6-00 4-02-12 PROVIDE FULL BEARING;Jts:2,5,3,41 ���,�D PR(1FF�s JOB NAME : 5019-B POLYGON - EJ5 Scale: 0.4476 �G' �GIN C . 111 Z5i '. WARNINGS: GENERAL NOTES,unless otherwise noted: 'ft. '�� p 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual y ' Truss• EJ5 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. - 3.Additional temporary bracing to Insure stebiH during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ Po ry ty g 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE• 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Q(OREGON 4j4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6125978 fastenem 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 a� design loads be applied to any component. and are for"dry condition"of use. TRANS I D 413 213 6.Design assumes full bearing u all supports shown.Shim or wedge If 5.CompuTrus has no control over and assumes no responsibility for the necessa `}� `�,.� 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 feces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII Jwhich furnished request. M Te USA,lnCConpuTr Software7.6.6(1L)E lines 1indicate atal nbasic cotector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 • 11E1 Mill This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 42-00-00 MONO HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 60 2-12=(-2996) 7974 12- 3=( -856) 2506 17- 8=( -68) 410 2x4 KDDF #1&BTR Ti 2- 3=( -9520) 3430 12-13=(-2676) 7082 3-13=(-1056) 428 8-18=(-1088) 664 BC: 2x6 KDDF #1&BTR LOADING 3- 4=( -7016) 2662 13-14=(-3808) 9418 13- 4=( -986) 2792 18- 9=( -608) 1884 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( -5936) 2290 14-16=(-4880) 11904 13- 5=(-4142) 1790 9-19=(-2924) 1364 2x4 KDDF #1&BTR A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0"9F 6=( -9596) 3840 15-17=( -334) 816 5-14=( -530) 1646 19-10=( -802) 2592 TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 42'- 0.0"8f 7=(-11768) 4796 17-1B=(-4378) 10522 14- 6=(-2778) 1236 10-20=(-5980) 2524 TC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 42'- 0.0"N- 8=(-10878) 4438 18-19=(-3598) 8582 6-16=( -276) 994 20-11=( -332) 238 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=( -9990) 4058 19-20=(-2186) 5128 15-16=( 0) 120 TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 9-10=( -6398) 2588 16- 7=) -394) 952 10-11=( -50) 54 16-17=(-4166) 10190 NOTE: 2x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7-17=(-1198) 726 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -1243/ 3576V -70/ 135H 5.50" 5.72 KDDF ( 625) 42'- 0.0" -1454/ 3533V 0/ OH 5.50" 5.65 KDDF ( 625) ** For hanger specs. - See approved plans ( 2 ) complete trusses required. J� Join together 2 ply with 3"x.131 DIA GUN ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I nails staggered at: g P P 9•� 9" oc in 1 row(s) throughout 2x4 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 2 row(s) throughout 2x6 top chords, MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" 9" oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL = 0.463" @ 19'- 1.3" Allowed = 2.054" MAX TL CREEP DEFL = -0.861" @ 19'- 1.3" Allowed = 2.739" MAX HORIZ. LL DEFL = -0.138" @ 41'- 8.5" MAX HORIZ. TL DEFL = 0.214" @ 41'- 8.5" 5-11-11 36-00-05 T . T NOTE: Design assumes moisture content does 3-02-11 4-03-15 5-10-07 5-06-15 not to exceed 19% at time of manufacture. T T T f T T T Design conforms to main windforce-resisting 2-09 3-08-06 5-01-04 5-06-15 5-10-07 system and components and cladding criteria. ? 4 1320# 1 T 1' 1' 1' 4 1' 12 Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.50 C7 M-7x8(S) load duration factor=l.6, M-5x64 M- x8 M-�x5 M-44 0825" � k 1.5xTruss designed for wind loads M- x5 M- 10 M- 3 in the plane of the truss only. M-3x6 o A- M-3x8 ` / \IIIIrlir/" .. o -, 1 1 12 13 1 r� 16 A" -- ' M-6x8 M-3xb c M-)155x3 M-/x18 18 19 0 ** o M-3x10 0.25" M 3x5 M 3x1 WEDGE WITH 2)M-1.5x3 TYP. M-7x10 .a 3.75 M-7x8(5) 12 ,1 )' J, l 1 )- ,1 ), 2-05-08 4-05-11 5-01-04 7-05-04 ,1 )- .1 ), 1, /- b 1, 3-00-06 4-02-03 7-07 7-08-12 1, 1 1, ), 2-05-08 11-06-08 28-00 1- y 1, 1-00 42-00 JOB NAME : 5019-B POLYGON - F1 511 PRQps Scale: 0.1200 .EJ �/ E fro WARNINGS: GENERAL NOTES,unless otherwise noted: 4+Cf 'c /1/Z5 :Sr 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 ' `^_92 0 0 P E r' Truss: F1 and Warnings before construction commences. building component Applicability of design parameters and proper // 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. .,/' wy'J 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at err DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respecttveiy unless braced throughout their length;y r aq�re� continuous sheathing such as plywood ueathin )and/or drywail(�BC. /" DATE: 11/26/2019 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4SEQ. : 6125980 .No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -y OREGON (,U shouldra.teners are complete and at no time any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, /;.. V N �A•, design loads be applied to any component and are for"dry condition"of use. /�4 Y Q TRANS I D: 413 213 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 1 4 �� fabrication,handli necessary. � `+ y ng,shipment and installation of components. 7.Dessignignassumes adequate drainage is provided. LL. 6.This design is furnished subject to the limitalons set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII III IIID i III VIII I'll)IIII IIII IIIITPIM?CA In BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. (MITe Q MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988 EXPIRES:12/31/2015 1 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1,15 (Non-Rep) 1- 2=( -4620) 837 1-12=) -603) 3768 2-12=( -231) 357 8-17=(-1266) 5535 2x6 KDDF #1&BTR T3 SPACED 24.0" O.C. 2- 3=( -4407) 843 12-13=( -495) 3543 12- 3=( -177) 435 17- 9=(-6885) 1644 BC: 2x6 KDDF #1&BTR; 3- 4=( -3915) 840 13-14=( -528) 3915 3-13=( -534) 423 9-18=(-2034) 8907 2x10 KDDF #1&BTR 83 LOADING 4- 5=( -3252) 753 14-15=( -528) 3915 13- 4=( -312) 1695 WEBS: 2x4 KDDF STAND; LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -4245) 984 15-16=(-1272) 6903 13- 5=(-1308) 342 2x10 KDDF #2 A DL ON BOTTOM CHORD = 10,0 PSF 6- 7=( -5109) 1107 16-17=(-1911) 9624 14- 5=( 0) 288 TOTAL LOAD = 42.0 PSF 7- 8=( -8313) 1764 17-18=(-3174) 14925 5-15=( -318) 879 TC LATERAL SUPPORT <= 12"OC. UON. 8- 9=(-11706) 2505 18-10=(-3420) 16002 6-15=( -441) 2280 BC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) 9-10=(-19134) 4176 15- 7=(-3786) 939 ADDL: BC CONC LL+DL=10493.0 LBS @ 42'- 1.5" 10-11=( 0) 60 7-16=( -882) 4188 16- 8=(-4674) 1101 NOTE: 2x4 BRACING AT 24"0C UON. FOR BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY INC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) 0'- 0.0" -481/ 2791V -262/ 256H 5.50" 4.47 KDDF ( 625) OVERHANGS: 0.0" 12.0" ( 3 ) complete trusses required. 46'- 3.0" -2579/ 11703V 0/ OH 5.50" 18.73 KDDF ( 625) Join together 3 ply with 3"x,131 DIA GUN JT 10: Heel to plate corner = 1,50" nails staggered at: ICOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.1 9" oc in 1 row(s) throughout 2x4 top chords, -4- 9" oc in 2 row(s) throughout 2x6 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.101" @ 35'- 10.1" Allowed = 2.267" 9" oc in 3 row(s) throughout 2x10 bottom chords,XXX MAX TL CREEP DEFL = =0.313" @ 35'- 10.1" Allowed = 3.022" 9" oc in 1 row(s) throughout 2x4 webs, MAX LL DEFL = -0.000" @ 47'- 3.0" Allowed = 0.100" 9" oc in 3 row(s) throughout 2x10 webs. MAX TL CREEP DEFL = -0.000" @ 47'- 3.0" Allowed = 0,133" ** HANGER BY OTHERS TO APPLY CONC. LOAD(S) EQUALLY MAX HORIZ. LL DEFL = -0.026" @ 45'- 9.5" TO ALL MEMBERS. PROJECT ENGINEER TO REVIEW AND INSURE MAX HORIZ. TL DEFL = 0.063" @ 45'- 9.5" THAT CONNECTION TRANSFERS LOAD TO PLY OPPOSITE HANGER. NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 17-05-11 11-03-10 17-05-11 f f 1 f Design conforms to main windforce-resisting 6-02-02 5-05-12 5-09-13 5-07-13 5-07-13 6-09-04 3-02-092-11-09 4-06-04 system and components and cladding criteria. T T f f f 12 12 Wind: 140 mph, h=29.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.50 M-4x6M-3x8 6M 9x6 Q 7 50 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), S load duration factor=l,6, d ads M-5x6(S) i3'^ inTruss thedplaneeofftheusswtruoonly. 0.25" + LATERALLY BRACE TO ROOF DIAPHRAGM 3 M 3x6 M-Sx8(S) + 2X4 WEB BRACE REQUIRED. • .• 07.1°..".4 ; 7 0.25" + 8 M-1,5x3 + +. M 9x < 12 12 T 6 118 -A f 1,M-3x4 M-3x4 v.25" M-1.5x3 M-3x8 0.25'1 M-4x6 M-5x16 of o M-7x8(S) M-12x14(S) 10493#** y y 3, 3, 3, b b * 8-11 8-00-14 6-01-10 6-01-10 6-06-15 3-02-093-00-13 4-01-08 b y b 46-03 1-00 &ttn PRd��-S5 JOB NAME : 5019-B POLYGON - F1 GIRD Sale: 0.1379 x`115Ei ' 'ce WARNINGS: GENERAL NOTES,unless otherwise noted: 4t !9 O 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• Fl GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper. 2.204 compression web bradng must be installed where shown+, incorporation of component is the responsibiNty of the building desgner. 3.Additional tem re bradng to Insure stabs during construction 2.Design assumes the top and bottom chords to be laterallybraced at po ry stability 2'o.c.and at 10'o.c.respectively unless braced throughout their length by fin, DES. BY: MJ Is the responsibility of the erector.Additional permanent bradng of continuous sheathing such as plywood sheathing(TC)and/or drywall(6C). /'CC DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ "37L OREGON ��(/ 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. SEQ. : 612 5 981 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 I D: 4 13 213 .- Sj 1 design loads be applied to any component. and are far"dry conditiong use. 6 64 5.CompuTrus has no control over and assumes no responsibility for the .Design assumes full bearing at all supports shown.Shim or wedge if /�} (� fabrication,handling,shipment and installation of components. Design ass r � `. �. P P 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111 TPINJlCA in BCSI,copies of which will be furnished upon request. lines coincide with joint ate in Inches.9.Digits indicate size of plate In Inches. M)Tek USA,Inc./CompuTfus Software 7.6,6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MITek) EXP(RES:12/31/2015 IIIIIIIIIIIH This designLUMBER-preparedBC from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-12=(-1828) 3516 12- 3=( -153) 600 17- 8=( 0) 282 2x6 KDDF #1&BTR T2, T3 SPACED 24.0" O.C. 2- 3=(-4339) 186212-13= 1375) 2769 12- 4=) -505) 772 8-18=(-1340) 416 BC: 2x4 KDDF #1&BTR (- 3- 9=(-3911) 1774 13-15=(-1565) 3953 9-13=( -264) 326 18- 9=( -143) 889 WEBS: 2x4 KDDF STAND; LOADING 4- 5=(-3016) 1226 14-16=) -64) 165 13- 5=( -409) 1200 9-19=(-2522) 958 2x4 KDDF #11BTR A; LL) 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2542) 1097 16-17=(-1368) 3664 13- 6=(-1663) 541 10-19=) -83) 283 2x6 KDDF #2 B DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3946) 1524 17-18=(-1368) 3664 6-15=( -52) 499 19-11=( -725) 1602 TOTAL LOAD = 42.0 PSF 7- 8=(-3870) 1424 18-19=(-1023) 2490 14-15=( 0) 72 11-20=(-1802) 843 TC LATERAL SUPPORT <= 12"OC. UON. 8- 9=(-2546) 999 19-20=( -69) 78 15- 7=( -116) 100 BC LATERAL SUPPORT <= 12"0C. UON. LL = 25 PSF Ground Snow (Pg) 9-10=( -387) 227 15-16=(-1412) 3747 10-11=( -437) 230 7-16=) -452) 311 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 16- 8=) -105) 245 NOTE: 2x4 BRACING AT 24"OC UON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -258/ 1891V -99/ 181H 5.50" 3.03 KDDF ( 625) OVERHANGS: 12.0" 0.0" 42'- 0.0" -211/ 1754V 0/ OH 5.50" 2.81 KDDF ( 625) ** For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.322" @ 19'- 1.3" Allowed = 2.054" MAX TL CREEP DEFL = -0.612" @ 19'- 1.3" Allowed = 2.739" MAX HORIZ. LL DEFL = -0.148" @ 41'- 9.2" MAX HORIZ. TL DEFL = 0.224" @ 41'- 9.2" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 7-11-11 32-03-10 1-08-11 Design conforms to main windforce-resisting system and components and cladding criteria. 7-11-11 12-07-11 19-07-10 1-091 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, -07-0 ,2-11-02f 6-00-05 5-01-09 7-03-13 7-03-13 6-06-07 1-08-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T -05-0S '( f f f T f Trrussduration designedfforowind6loads 12 in the plane of the truss only. M-5x6(S) ' 7.50 M-4x6 M-9x6 12 s -M-6x9 M-7x9 M-33 x8 M-3x8s0 7.50 p CO M-7 X8 M-3x9 - o 4 tl� � M1.5x3� `� �" 3 B M M-3x8 c i 2 13 r- 1 s -..� t` of M-5x10 M-3x10 o 14 16 - M-3x5 �M-8x8 20 ** 0 ,4,11,4-1.5x3 M18HS-3x18 0.251' . 3.75 M-5x10 M-5x6(S) M-1.5x3 12 WEDGE WITH 2)M-1.5x3 TYP. 2-05-08 5-00-06 6-07-19 l 5-01-04 7-02-01 7-00-05 7-03-13 1-02-14 b b 2-05-08 11-06-08 28-00 1-00 92-00 b JOB NAME : 5019-B POLYGON - F2 �0) PF?0 Scale: 0.14 0 2 1.�� 1''' 7y{,,,-���7��l,, WARNINGS: GENERAL NOTES,unless otherwise noted: X44;1 �r 17(C .Oy. 1.Bulkier and erection contractor should be advised of all General Notes 1.This design Is based onty upon the parameters shown and is for an Individual .92 r i P E 1"""' Truss: F2 and Warnings before construction commences. budding component.Applicability of design parameters and proper �,,.^ 2.2.4 compression web bradng must be Installed where shown+. incorporation of component is the responslbity of the budding designee J 3.Additional temporary bracing to Insure stabthty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ 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 continuous sheathing such as plywood sheathing(TC)and/or drywa9(BC. ��, It DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ) SEQ. : 6125982 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. 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, q6* �� Q lk �. pi TRANS I D" 413 213 design loads be applied to any component. and are for"dry condition"of use. //� n S.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if 6 14 t. fabrication,handling,shipment and Insfellation of components. necessary. �` 6.This Is furnished to the limitations set forth 7.Design assumes adequate drainage is provided. ' b`��,,. 111111111111111111 by 8.Plates coincide be located on both fans of truss,end placed so their center !l TPI design inIBurni copies subjectof which wig be furnished upon request. lines shall with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 0.DFFor basicits acate size connectorof ate design vlate in alues see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 This design:11111111:22433645576:11 repared from computer input by IIIIIIIIIIIIII PACIFIC LUR-BC TRUSS SPAN 42 - 0.0" IBC 2012 MAX MEMBER FOS 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS :234576890 - 2=( 0) 602-12=(-1828) 3516 3=( -153) 60017- 8=( 0) 282TC: 2x9KDDF #1&BTR; LOADDURATIONINCRESE = 1.152x6KDDF #1&BTRT2, T3SPACED24.0" O.C. - 3=(-93391166212-13=(-1375) 2769 9=( -505) 7728-18=(-1390) 9BC: 2x9KDDF #1&BTR - 4=(-3911) 177913-15=( 1565) 395313=( -264) 32618- 9=( -143) 889LOADING - 5=(-3016) 122619-16=( -64) 1655=( -409) 12009-19=(-2522) 958WEBS2x9KDDFSTAND; LL( 25.0)+DL( 7.0) ONTOPCHORD = 32.0PSF6=( 2542) 109716=17=) 1368) 36646= -1663) 54110-19= -83) 2832x9KDDF #1&BTRA; DL ON BOTTOM CHORD = 10.0 PSF - 7=(-3946) 152417-1B=(-1368) 366415= -52) 49919-11= -72516022x6KDDF #2 B TOTALOAD = 92.0PSF - 8=(-3870) 192918-19=( 1023) 299015= 0) 7211-20=( 1802893TCLATERALSUPPORT <= 12"OC. DON. - 9=(-2596) 99919-20=( 69) 787= -116) 100LL = 25PSFGroundSnow (Pg) 10=) 387) 22116= -1912) 3747BC LATERAL SUPPORT <= 12"OC. UON. =11=( =437) 230 16=( -952) 311 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8=( -105) 245 NOTE: 2x4 BRACING AT 24"OC DON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT AX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED EOR LOPSE LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -258/ 1891V -99/ 181H 5.50" 3.03 KDDF ( 625) 42'- 0.0" -211/ 1754V 0/ OH 5.50" 2.81 KDDF ( 625) OVERHANGS: 12.0" 0.0" Design checked for net(-5 psf) uplift at 24 "oc spacing. ** For hanger specs. See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP MAX LL DEFL = 0.322" @ 19'- 1.3" Allowed = 2.054" MAX TL CREEP2.739" MAX HORIZ. LL DEFL = -0.148" @ 41'- 9.2" MAX HORIZ. TL DEFL = 0.224" @ 41'- 9.2" 9=11-11 28-03-10 3-08-11 NOTE: Design assumes moisture content does ( ( 1=09� not to exceed 19% at time of manufacture. 9-11-11 10-07-11 19-07-10 T Design conforms to main windforce-resisting -07-09 07-01 6O4-O6 5-01-04 7-03-13 7=03-13 6-10-09 1�4-10 system and components and cladding criteria. -05-0 1-09 Wind: 140 mph, h=21.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, .( .) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 8 00 1-11 11 1=11-11 12 load duration factor=l.6, ( Z3 7.50 Truss designed for wind loads M-5x6(S) in the plane of the truss only. 12 M-4x6 M-3x8 M-9x6 -M 9x4 M-3x9 M 8x8 y M-7x8 7.50 5 6 7 ,e III - I( -> M 3x4 a M 1.5x3 B o t o M-3x8 � �a; A _•] F 13 r- 15 � = .G9 19 20 ** o 12 0,25M3x5 _M8x8 ::10M3X10I o M-1.5x3 M18HS-3x18 d 3.75 WEDGE WITH 2)M-1.5x3 TYP. M-5x10 M-5x6(5) M-1.5x3 12 y y J' y y ), Y f, b 2-05-08 5-00-06 6-07-14 y 5-01-04 7-02-01 7-00-05 7-03-13 1-02-y9 2-05-08 11-06-08 28-00 b 42-00 ioo c �DPROFF� JOB NAME : 5019-B POLYGON - F3 Scale: 0.1527 � `44 iilz5 `, 11 WARNINGS: GENERAL NOTES,unless otherwise noted: ' * `�®�P i'� 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. �y Truss: F3 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 responsidity of the building designer. ,4414. 3.Additional temporary bredn to Insure stability during construction 2•Design assumes the top and hely unless to be laterally braced at pc ry 9 2'o.cand at o.c.respectively unless braced throughout their length by „,„/41114= DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r� �`" DATE• 11/2 6/2 014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ QREGt7N +y 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. 2 SEQ. : 612 5 9 8 3 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, 5Lj ' �. 14 design loads be applied to any component. and are for"dry condition"of use. 0 4 8.Design assumes full bearing at all supports shown.Shim or wedge if h �. TRANS I D: 413 213 5.Comp tion,has no control over and assumes no responsibility far the necessary. ri(i V t.L fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ch will be ished upon ines coin de with joint center lines. IIIIII VIII VIII VIII VIII VIII VIII IIII IIIIMiiTTak SA,lnc..//C in mpuT s copies of (Software 7.6.6(1 Z request. 10.IFFu beslc cat of to design values see ESR-1311,ESR-1988(MiTek) EXPI'RES:12/31/201'5 11111 1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 92'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KOH #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-13=(-1626) 3680 13- 3=(-460) 1175 8-19=) -432) 234 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4490) 1788 13-14=(-1461) 3282 3-14=(-765) 414 19- 9=( -138) 659 WEBS: 2x4 KDDF STAND; 3- 4=(-3059) 1206 14-15=(-1063) 2532 14- 4=( -34) 313 9-20=(-1130) 427 2x4 KDDF STUD A LOADING 4- 5=(-2602) 1106 15-17=( -845) 2395 4-15=(-498) 375 10-20=) -247) 612 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2140) 1019 16-18=) -32) 92 15- 5=(-408) 1120 20-11=( -30) 632 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2397) 1090 18-19=( -798) 2417 15- 6=(-755) 272 11-21=(-1938) 743 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2478) 1072 19-20=( -676) 2080 6-17=(-102) 504 21-12=( -110) 126 8- 9=(-2275) 968 20-21=( -432) 1080 16-17=( 0) 74 LL = 25 PSF Ground Snow (Pg) 9-10=(-1422) 721 17- 7=(-262) 82 NOTE: 2x4 BRACING AT 24"00 DON. FOR 10-11=(-1732) 764 17-18=(-806) 2412 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( -83) 102 7-18=(-232) 219 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 18- 8=( -46) 112 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 12.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -271/ 1888V -165/ 2228 5.50" 3.02 KDDF ( 625) 42'- 0.0" -223/ 1757V 0/ OH 5.50" 2.81 KDDF ( 625) ** For hanger specs. - See approved plans '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 = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.198" @ 19'- 1.3" Allowed = 2.054" MAX TL CREEP DEFL = -0.374" @ 19'- 1.3" Allowed = 2.739" MAX HORIZ. LL DEFL = -0.109" @ 41'- 8.5" MAX HORIZ. TL DEFL = 0.173" @ 41'- 8.5" 11-11-11 7 09-i1 NOTE: Design assumes moisture content does 22-03-10 not to exceed 19% at time of manufacture. 2-09 4-06-02 4-08-09 2-00-05 5-01-04 5-03-19 5-00-06 4-09-14 3-11-09 3-09-02 Design conforms to main windforce-resisting T T T T T T T T '( T l' system and components and cladding criteria. 12 12 7.50 p M 9x6 M Sx6(S) M-4x6 `'7,17.50 Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5 M-33x4 M-3x4 0 25" M-3x4 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), G - _ 1? load duration factor=l.6, Truss designed for wind loads M-3x9 in the plane of the truss only. 4 M-1.5x3 M-3x6 3 + 2 d o M 3X8 �- _- o A 1 3 19 15 r 17: � ATA,14-3x6 rh M 5x8 M-3x9 M-3x8 of le 18 9 20 21** 0 .M-1.5x3 M 6x8 0.25 M-3x8 -M-4x4 ..3.75 M-5x8 M-5x6(S) 12 WEDGE WITH 2)M-1.5x3 TYP. 2-05-08 9-06-02 4-07-14 2-06-05 5-01-04 7-08-09 7-08-09 7-09-07 y b 2-05-08 11-06-08 28-00 1-00 92-00 b PROE JOB NAME : 5019-B POLYGON - F4 <° GI N7 Scale: 0.1469 N GIN j0 WARNINGS: GENERAL NOTES,unless otherwise noted: 51' /�/ 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 CC «92 0 P E i' Truss: F4 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. 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ 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 continuous sheathing such as plywood sheathing(TC)and/or drywali(6C). DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ # tr 4.No load should be appted to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment, /..., 4 2 \t' A 51 4 � SEQ. : 612 5 9 8 4 TRANS I D: 413 213 design loads be applied to any component. and are for"dry condition"of use. / -7 (� .CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at all supports shown.Shim or wedge if15. fabrication,handling,shipment and installation of components. Designneessary. At Fi 1s ` 7. latesassumes caadequate drainage isf truss, `t'! 1..1. 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 ch will be furnished upon s coincide with int center lines. IIIIIII VIII VIII I III VIII VIII VIII IIII IIIIMireUSA,IWICA lnos/CompuTrus I,copies of (Software 7.6.6(1 L)E request. 10.Forbasicbasic connector oplate design values see ESR-1311,ESR-1988(MITek) 9.Digits indicate size of plate In inches. EXPIRES:12/31/2015 116. IIIIIIIII IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-15=(-1774) 3680 15- 3=1-505) 1175 10-22=(-1131) 476 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4490) 2009 15-16=(-1593) 3282 3-16=(-768) 450 12-22=) -241) 614 3- 4=(-3059) 1370 16-17=(-1160) 2532 16- 4=( -42) 313 22-13=( -111) 628 WEBS: 2x4 KDDF STAND; 2x4 KDDF STUD A LONDIOG 4- 5=(-2602) 1282 17-19=(-1016) 2395 4-17=(-499) 314 13-23=(-1938) 874 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 18-20=( -38) 92 17- 5=(-459) 1120 23-14=( -110) 126 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2140) 1162 20-21=( -937) 2417 17- 7=(-755) 324 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2397) 1260 21-22=( -812) 2080 7-19=( -94) 513 8- 9=(-2478) 1218 22-23=( -506) 1080 18-19=( 0) 74 LL = 25 PSF Ground Snow (Pg) 9-10=(-2275) 1106 19- 8=(-275) 78 NOTE: 2x4 BRACING AT 24"0C UON. FOR 10-12=(-1422) 828 19-20=(-949) 2412 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( 0) 0 8-20=(-232) 248 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=(-1732) 894 20- 9=( -60) 126 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14=( -83) 103 9-21=(-432) 237 21-10=(-141) 671 OVERHANGS: 12.0" 0.0" ** For hanger specs. - See approved plans BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -339/ 1888V -166/ 223H 5.50" 3.02 KDDF ( 625) 42'- 0.0" -303/ 1757V 0/ OH 5.50" 2.81 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 13-11-11 18-03-10 9-08-11 MAX LL DEFL = 0.215" @ 19'- 1.3" Allowed = 2.054" MAX TL CREEP DEFL = -0.374" @ 19'- 1.3" Allowed = 2.739" 4-06-02 2-02-08 5-01-04 5-00-06 2-02-08 3-09-02� MAX HORIZ. LL DEFL = -0.118" @ 41'- 8.5" 2 09 9-06-02 5-03 19f-09-1t---(3-09-021' MAX HORIZ. TL DEFL = 0.173" @ 41'- 8.5" i' f f f 0-00-05 T T T T T T NOTE: Design assumes moisture content does 12-00 7-09 not to exceed 19% at time of manufacture. 12 M-5x6(S) 12 Design conforms to main windforce-resisting 7.50 6 M-3x4 11 'Cl 7.50 system and components and cladding criteria. M-4x6 7M- x4 0425" M-3x910 M-4x6 Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), /-3X6 load duration factor=1.6, M 3x9 Truss designed for wind loads in the plane of the truss only. + + + M4-1.5x3 + -f,,r M-3x6 All0 o M-3x8 .....00,0110:02,.... C. A c7` 19. i" T i i M-5x8 M-36x9 M-3x9""M-1e 5x3 M-26x8 0.2 M-2ix8 =M-4x423 CD WEDGE WITH 2)M-1.5x3 TYP. M-5x8 a 3.75 M-5x6(S) 12 1 1 ), 1 1 1 1 1 1 2-05-08 4-06-02 4-07-14 2-06-05 5-01-04 7-08-04 7-08-09 7-04-07 2-05-08 11-06-08 28-00 1 1 i 42-00 1-00 ����(} pRo���,c$� JOB NAME : 5019-B POLYGON - F5 � (N �}� f� Scale: 0.1269 Iliz5li WARNINGS: GENERAL NOTES,unless otherwise noted: ± �` rn E i'~ 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• F5 and Warnings before construction commences. building component.Applicability of design parameters and proper r 2.2x4 compression web bracing must be installed where shown+, Incorporation of component is the responsibility of the building designer. -'" ) Pr g 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 ,+,'""AP ",Is the responsibility of the erector.Additional permanent bracing of DES. BY: MJ continuous sheathing such as plywood sheathing(TC)and/or drywal C). CO ,,k DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON ��/ 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. SEQ. : 6125985 fasteners Cre complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, G design loads be applied to any component. and are for"dry condition"of use. "1'G�6 1 4 � TRANS I D 413 213 6.Design assumes full bearing et all supports shown.Shim or wedge If ' 5.CompuTrus has no control over and assumes no responsibility for the necessary. `.�,�.. fabrication,handling,shipment and Installation of components. 7.Design asumes 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 in I,copies of ch will be urnished upon ines coincide with joint center lines. IIIIII VIII(IIII(IIII VIII(IIII(IIII IIII IIIIMTe INVTCA SA,lnC6/CompuTruS rSoftwaret 7.6.6(1 L)E request 0.I9.Digits FForr basicf late In desinches. gn values see ESR-1311,ERR-1988(MiTelg • EXRIRE5;12131/2015 11E111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-15=(-1929) 3685 15- 3=( -552) 1176 10-22=(-1130) 582 BC: 2x4 ROOF #1&BTR SPACED 24.0" 0.C. 2- 3=(-4490) 2234 15-16=(-1732) 3266 3-16=( -771) 487 12-22=( -280) 616 WEBS: 2x4 KDDF STAND; 3- 4=(-3059) 1543 16-17=(-1272) 2532 16- 4=( -50) 313 22-13=( -190) 625 2x4 KDDF STUD A LOADING 4- 5=(-2602) 1457 17-19=(-1203) 2395 4-17=( -499) 301 13-23=(-1938) 1007 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2140) 1288 18-20=( -45) 92 17- 5=( -599) 1120 23-14=( -110) 126 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSE 5- 7=( 0) 0 20-21=(-1103) 2417 17- 6=( -755) 478 BC LATERAL SUPPORT <= 12"01. UON. TOTAL LOAD = 42.0 PSF 6- 8=(-2397) 1447 21-22=( -982) 2080 6-19=( -99) 522 8- 9=(-2478) 1398 22-23=( -580) 1080 18-19=( 0) 74 LL = 25 PSF Ground Snow (Pg) 9-10=(-2275) 1274 19- 8=( -287) 79 NOTE: 2x4 BRACING AT 24"OC UON. FOR10-12=(-1422) 912 19-20=(-1125) 2412 ALL FLAT TOP CHORD AREAS NOT SHEATHED $ BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( 0) 0 8-20=( -232) 288 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=(-1732) 1015 20- 9=( -84) 145 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14=( -83) 106 9-21=( -432) 232 OVERHANGS: 12.0" 0.0" 21-10=( -135) 684 M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -412/ 1888V -166/ 2240 5.50" 3.02 KDDF ( 625) 42'- 0.0" -387/ 1757V 0/ OH 5.50" 2.81 KDDF ( 625) COND. 2. D-- . - . . - -5 ,.tini_L_a.re_l_iun�.yrrwuc,� VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 15-11-11 19-03-10 11-08-11 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" { MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 7-09-13 8-01-14 8-05-07 9-09-14 7-09 MAX LL DEFL = 0.236" @ 19'- 1.3" Allowed = 2.054" f1' MAX TL CREEP DEFL = -0.374" @ 19'- 1.3" Allowed = 2.739" 4-06-02 2-02-13 3-09-01 5-00-06 4-00 3-09-021' 2-091' ' 4-06-02 1' 1109- 3 1' 5-03-14 1' 1- 0106 1'3-09-021' 1' MAX HORIZ. LL DEFL = -0.128" @ 41'- 8.5" MAX HORIZ. TL DEFL = 0.173" @ 91'- 6.5" 1' 1' 1' i 1' 1' 1' 1' 'r1' 1' 1' 12-00 7-09 NOTE: Design assumes moisture content does 1' 1' M-4x6+ M 9x6+ 1' ' not to exceed 19% at time of manufacture. 12 7 $ M-5x6(S) 11 12 7.50 Design conforms to main windforce-resisting M-3x4 7 50 system and components and cladding criteria. M-3x4 M-4x6 M-3x4 " M-4x6 0 5 6 8 $ 42510 2 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x5(S) or ,y (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 47 3M-3x6 load duration factor=1.6, M-3x4 3 Truss designed for wind loads in the plane of the truss only. + M-1.5x3 M-3x63X + 4 -,o o M-3x8 Y� A of 1 r M-5x8 19-3x4 o ld-3x8 M-1.8 5x3 M-6x8 0.25 M-322 x8 -M-4x423** M WEDGE WITH 2)M-1.5x3 TYP. M-5x8 .a 3.75 M-5x6(S) 12 .1 J' ), b J• J- ,l . b 2-05-0814-06-02 4-07-14 2-06-05y5-01-04 7-08-04 7-08-04 7-04-07 y y 2-05-08 11-06-08 28-00 J, 1-00 42-00 00 JOB NAME : 5019-B POLYGON - F6 scale: 0.1229 �- ,. (1F ssia WARNINGS: GENERAL NOTES,unless otherwise noted: ✓ /�/ Cc 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 '' 7.92 0$P E 1- Truss: F6 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. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,,� " is the responsibiBty of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). J `, " ' DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ MCC SEQ. 6125986 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. OREGON 64 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, jt;•/. °n, design loads be applied to any component. 3r. TRANS I D: 413 213 5.CompuTrus has no control over and assumes no responsibilityand are for"dry condition"of use. -7 responsibility for the 6.Design assumes full bearing at ail supports shown.Shim m wedge if Q4 (� , fabrication,handling, necessary. F1%�.\- shipmentand Installation of components. 7.Designgn assumes adequate drainage is provided. j,r 6.This design Is furnished subject to the NMtatlons set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IIIIII IIII VIII I III VIII VIII VIII IIII IIIITPIIWTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,inC./COrtipUTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES.12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-15=(-2112) 3701 15- 3=( -608) 1181 11-22=(-1130) 759 BC: 2x4 KDDF 418BTR SPACED 24.0" O.C. 2- 3=(-4490) 2456 15-16=(-1896) 3300 3-16=( -773) 512 12-22=( -342) 614 WEBS: 2x4 KDDF STAND; 3- 4=(-3059) 1710 16-17=(-1413) 2535 16- 4=( -55) 313 22-13-) -245) 623 2x4 KDDF STUD A LOADING 4- 5=(-2602) 1622 17-19=(-1392) 2395 4-17=( -499) 301 13-23=(-1938) 1144 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2140) 1427 18-20=) -54) 92 17- 5=( -737) 1120 23-14=) -110) 127 TC LATERAL SUPPORT 0= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( 0) 0 20-21=(-1308) 2417 17- 6=( -755) 624 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 6- B=(-2397) 1636 21-22=(-1173) 2080 6-19=( -147) 525 8- 9=(-2478) 1622 22-23=( -657) 1080 18-19=( 0) 74 LL = 25 PSF Ground Snow (Pg) 9-11=(-2275) 1481 19- B=( -292) 91 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-12=( 0) 0 19-20=(-1344) 2412 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-1425) 1012 8-20=( -232) 341 LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. 12-13=(-1732) 1133 20- 9=( -117) 169 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14=( -83) 106 9-21=( -432) 253 OVERHANGS: 12.0" 0.0" 21-11=( -156) 697 M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -484/ 1888V -167/ 225H 5.50" 3.02 KDDF ( 625) ** For hanger specs. - See approved plans 42'- 0.0" -472/ 1757V 0/ OH 5.50" 2.81 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 17-11-11 10-03-10 13-08-11 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T T MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 7-09-13 10-01-14 �( 6-05-07 9=09-14 7-09 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 4-06-02 4' 2-02-13 1-1-09 4'3-10-03 5-00-06 T 3-09=024' MAX LL DEFL = 0.261" @ 19'- 1.3" Allowed = 2.054" MAX TL CREEP DEFL = -0.374" @ 19'- 1.3" Allowed = 2.739" 2-09f4' 4-06-02 T 4'3-11-11 5-03-14 4 1-2102 4'3=09=024 T T 4' 4 T f f f . '11 T '1 MAX HORIZ. LL DEFL = -0.140" @ 41'- 8.5" 12-00 7-09 MAX HORIZ. TL DEFL = 0.173" @ 41'- 8.5" f T T NOTE: Design assumes moisture content does 12 7 10 12 not to exceed 19% at time of manufacture. 7.50 177 Q 7.50 M-3x4 M Sx6(S) Design conforms to main windforce-resisting system and components and cladding criteria. M-4x60P M-3x4 M-4x6 Wind: 140 mph, h=24.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5 6 M-ex4 925" 11 2 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x5(S) load duration factor=1.6, M-3x4 M-3x6 Truss designed for wind loads in the plane of the truss only. 7 + + + M-1.5x3 -/� M-3x6 + o 3 1 o M-3x8 I a A o 1 15 6 r--- M 17 19 '(�- 22 23** �rn r 1 M-5x8 M �3x4o M-3x8 M-1.5x3 M-19 6x8 0.25 M-3x8 _ 114-4x4 0 WEDGE WITH 2)M-1.5x3 TYP. M-5x8 a 3.75 M-5x6(S) 12 l, J' b b 1 b b b /' b 05-084-06-02 4-07-142-06-05 5-01-04 7-08-04 7-08-04 7-04-07 b 2-05-08 11-06-08 28-00 by y 1-00 42-00 tib+ PRQ E� JOB NAME : 5019-B POLYGON - F7 5� _kG(N s> Scale: 0.1229 Vi11 c\ ' ,-`1 Jz6 y ©I- WARNINGS: GENERAL NOTES,unless otherwise noted: ,' !920 OPE �"" 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: F'7 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. r^ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at � ^' DES. BY: MJ is fhe res nsibili of the erector.Additional ermanont brecln of 2'o.c.end at 10'o.c.respectivety unless braced throughout their length by po ty P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r �( DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown** 7 QREGON� A. 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. �. SEQ. : 6125987 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. 4 so design loads be applied to any component. and gra for"dry condition"of use. O 1 Q A TRANS I D: 413 213 5.CompuTrus has no control over and assumes no responsibility for the 8'necessary.areassumes full bearing u all supports shown.Shim or wedge if • S ` fabrication,handling,shipment and Installation of components. 7.Design umes adequate drainage is provided. `Fi . 8.This design Is furnished subject to the hnitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center IIIIIIIIII VIII VIII VIII VIII VIII IIII IIII TPIM?CA In SCSI,copies of which will be furnished upon request. git cdicae with joint ain nche. 9.Digits indicate size oplate ein inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIII IIIIII) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 92'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-11=(-1006) 2437 3-11=(-245) 310 10-15=(-1710) 837 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.0. 2- 3=(-2806) 1099 11-12=( -802) 2131 11- 4=(-137) 465 WEBS: 2x9 KDDF STAND 3- 4=(-2617) 1106 12-13=( -547) 1703 4-12=(-609) 444 LOADING 4- 5=(-2026) 1012 13-14=( -599) 1492 12- 5=(-338) 757 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1664) 965 14-15=( -46) 56 12- 6=(-106) 158 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1507) 910 6-13=(-459) 238 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 8-13=(-270) 669 8- 9=(-1860) 966 13- 9=(-182) 215 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1891) 800 9-19=(-959) 314 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 14-10=(-589) 1548 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -338/ 1894V -264/ 325H 5.50" 3.03 KDDF ( 625) For hanger specs. - See approved plans 42'- 0.0" -300/ 1769V 0/ OH 5.50" 2.83 KDDF ( 625) ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.126" @ 18'- 0.4" Allowed = 2.054" MAX TL CREEP DEFL = -0.228" @ 18'- 0.4" Allowed = 2.739" MAX HORIZ. LL DEFL = 0.054" @ 41'- 10.3" MAX HORIZ. TL DEFL = 0.086" @ 41'- 10.3" 18-04-11 7-10-05 15-09 NOTE: Design assumes moisture content does f T not to exceed 19% at time of manufacture. 6-04-03 5-11 5-11 4-11-05 3-01-08 6-08-08 7-02-12 T f f f f 1-09-13 f '( Design conforms to main windforce-resisting M-3x4+M-3x4+f 14-02 system and components and cladding criteria. 12 M 4x6 M 3x4 M-4x6 12 T Wind: 140 mph, h=25.4ft, TCDL=4.2,BCCL=6.0, ASCE 7-10, 7.50 17 5 5 8 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), _ + Q 7.50 load duration factor=l.6, M Sx6(S) Truss designed for wind loads in the plane of the truss only. 0.25" 4007 M-3x4 M-1.5x3 3 + M-3x6 0 o 0 1M 3x6 M-3x4 .25" 0.251 la 15"' '� o -M-4x4 M-1,5x3 M-5x8(S) M-5x8(S) ), b b b 3, 3, b b 9-03-11 8-08-12 10-02-02 6-10-04 6-11-04 1-00 42-00 l ROFe JOB NAME : 5019-B POLYGON - F8 Sale: 0.1399 5'� �n+^ �tt�s i, WARNINGS: GENERAL NOTES,unless otherwise noted: /f((„e7/// 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 . !92.0 9C®`PE. mss" Truss: F8 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compreswon web bradng must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability dining construction 2.Design assumes the tap and bottom chords to be laterally braced at DES. BY: MJ s 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: 11/26/2014 the overall structure Is the responsibility of the buildingdesigner. 2x Impact sheathing such l b acingoe cured where s and/or drywall(BC). - P tY 9 3.2x Impact bridging or lateral bradng required where shown++ � CC 4.No load should be appled to any component until after all bradng and 4.Installation of truss Is the responsibility of the respective contractor. "7 %OREGON �/, fasteners are complete and at no time should any loads greater than 5.Design assumes trusses Sre to be used in a noncorrosive environment, t*' *U SEQ. : 612 5 9 8 8 TRANS I D• 413 213 design loads be applied to any component. and are for"dry condition"of use. //h d S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If ,C! -7 4 �Q ‘),. ' fabrication,handling,shipment and installation of components. necessary. ,ry 6.This is furnished subject to the Imitations set forth 7.Design assumes adequate drainage is provided. `f'! "fa C,y t �„ 111101110 II III IIIII EMI IIII IIIIby B.Plates shall be located on both faces of truss,and placed so their center r i fl 1� TPI/W7CAdesign in Burns copies of which will be furnished upon request, lines shall with joint center Ines. 9. MiTek USA,InC./CoRlpuTfuS Software 7.6.6(1 L)-E 10.FForrits basicicate size of connector plalate In inches. te design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 This design prepared from computer input by 11111111111This LUMBER-BC 1&BTR LOAD TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 DURATION LUMBER 4PECIFICATIONS#1&BTR SPACED1- 2=( 0) 60 2-13=(-1343) 2636 3-13=( -123) 200 BC: 2x4 KDDF INCREASE O.C.C1.15 2- 3=(-3051) 1683 13-14=(-1671) 3469 13- 4=( -509) 1102 BC: 2x4 KDDF 29..00" O 3- 4=(-2851) 1634 14-15=(-1054) 2498 13- 5=(-1337) 707 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-2360) 1441 15-16=( -B52) 2151 14- 5=(-1462) 1192 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=( 0) 0 16-11=1-1078) 2439 14- 7=(-1254) 1974 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-3945) 2430 7-15=(-1312) 1020 8=(-2117) 1383 15- 8=(-1162) 1918 TOTAL LOAD = 42.0 PSF 8- 9=(-2159) 1310 15- 9=( -741) 505 LL = 25 PSF Ground Snow (Pg) 9-10=(-2780) 1433 9-16=( -134) 535 ALL FLAT TOP CHORD AREA NOTE: 2x4 BRACING AT ESOC TOS. FOR 10-11=(-3041) 1441 16-10=( -278) 337 S NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( 0) 60 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -487/ 2057V -319/ 318H 5.50" 3.29 KDDF ( 625) vertical members (uon). 46'- 3.0" -402/ 2056V 0/ OH 5.50" 3.29 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 = -0.002" @ -1'- 0.0" Allowed = 0.100" 0-06-13 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" f-r20-00 MAX LL DEFL = 0.368" @ 15'- 8.4" Allowed = 2.267" 26 03 03 19 MAX TL CREEP DEFL = -0.544" @ 15'- 8.4" Allowed = 3.022" fMAX LL DEFL = -0.002" @ 47'- 3.0" Allowed = 0.100" 6-04-13 9 06 19 10 03 OS 6-08-02 13 fMAX TL CREEP DEFL = -0.003" @ 47'- 3.0" Allowed = 0.133" 5-01-03 �4 08 5-07-11 i' 5-00 5-03-05 1' 6-06-04 T 6-06-04 i' 6-11-07 MAX HORIZ. LL DEFL = -0.100" @ 45'- 9.5" T T f �� MAX HORIZ. TL DEFL = 0.147" @ 45'- 9.5" 10-00 f ,� NOTE: Design assumes moisture content does 12 12 M-4x6 12 not to exceed 19% at time of manufacture. .50 'Z 7.50 7.50 7 9.0" Design conforms to main windforce-resisting 8 system and components and cladding criteria. M-4x6 -\ 5 M-5x6(S) Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6N (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7 NN,\ 0.25" load duration factor=1.6, 9 Truss designed for wind loads M18HS 5x1. in the plane of the truss only. M-4x6 4 s +t -1.5x3 M 3x5(5) + + + *0v1 M-1.5x3 3 + 0 o 1` ;'( 14 �, 16 '�!2 0 b.25" M-5x6 0.2�' M-3x4 M-3x8 ' 0 M-3x8 0 M-5x8(S) M-5x8(S) 1 b 3. 1, 1, 1 9-07-07 6-00-15 10-06-10 9-06-05 10-05-11 y b 1, 1' 1-00 1-00 46-03 � 0 PR°F . JOB NAME : 5019-B POLYGON - F9 sale: 0.1211 •� �GiN Ac lJ�lr�Z5 °-p WARNINGS: GENERAL NOTES,unless otherwise noted. C T.g e P E Cr 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: F9 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 responsiblity of the building designer. 3.Additional temporary bracing to Insure stabiti dodo construction 2.Design assumes the top and bottom chords to be laterally braced at p 9 ty 9 2'o.c.and at 10'o.c.respectively unless braced throughout their length by °fir, �, DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheatNng(rC)and/or drywal C). /'' DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+* E Ci }N �,g/ 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. SEQ. : 6125989 fasteners are complete and at no time should any loads greater than 5.Design assumes Busses are to be used in a non-corrosive environment, / � 4 r� \ .. design loads be applied to any component. and are for"dry condition"of use. ¢+. T RAN S I D• 413 213 6.Design assumes full bearing at ali suppo is shown.Shim or wedge it qW�` n t 5.CompuTrus has no control over and assumes no responsibility for the necessary. r1 �}..`^'" 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 wh ch nes coindde with joint center lines. IIIIII VIII VIII VIII VIII VIII VIII IIII IIIIM Te SA,If Cl/WTCA in SCS/COfnpuTNS copies ofwill 7.6.6(1 L)E request. 1 O(ForDigitsbasic c indicate actor plof design values see ESR-1311,ESR-1988(MiTe 0 EXPIRES:12/31/2015 11E111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-13=(-1240) 2616 3-13=( -130) 210 BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. 2- 3=(-3051) 1568 13-14=(-1506) 3437 13- 4=) -461) 1093 WEBS: 2x4 KDDF STAND 3- 4=(-2851) 1515 14-15=( -964) 2480 13- 6=(-1350) 630 LOADING 4- 5=( 0) 0 15-16=) -802) 2141 14- 6=(-1462) 1058 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2351) 1339 16-11=(-1030) 2439 14- 7=(-1101) 1943 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSE 6- 7=(-3907) 2236 7-15=(-1297) 945 TOTAL LOAD = 42.0 PSF 7- 8=(-2117) 1322 15- 8=(-1097) 1905 8- 9=(-2147) 1243 15- 9=( -741) 507 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2780) 1364 9-16=( -136) 535 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3091) 1373 16-10=( -278) 339 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( 0) 60 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). 0'- 0.0" -442/ 2057V -316/ 316H 5.50" 3.29 KDDF ( 625) 46'- 3.0" -380/ 2056V 0/ OH 5.50" 3.29 KDDF ( 625) ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.347" @ 15'- 8.4" Allowed = 2.267" 13-11-11 1-08-11 10-06 10 20-00 MAX TL CREEP DEFL = -0.540" @ 15'- 8.4" Allowed = 3.022" MAX LL DEFL = -0.002" @ 47'- 3.0" Allowed = 0.100" 5-01-03 4-08 3-10-04if kf 10 5-06-13 5-03-05 6-06-04 6-06-04 6-11-07 MAX TL CREEP DEFL = -0.003" @ 47'- 3.0" Allowed = 0.133" -00 1109 U7 MAX HORIZ. TL DEFL = 0.146" @ 45'- 9.5" l' T 12 12 M-4x6 12 NOTE: Design assumes moisture content does 7.50(7 7.50 not to exceed 19% at time of manufacture. 4.0" 7,50 8 <,( Design conforms to main windforce-resisting system and components and cladding criteria. 3 M-5x6(S) Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M 9x6 • 0 25" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 9 load duration factor=1.6, M-4x6 M-5x10 Truss designed for wind loads in the plane of the truss only. +t M-1.5x3 M-1.5x3 + + + o 3 + o I o /-'' ---,14,423 14 T 16 0 CD M-3x8 0.2 T 5" M-5x6 0.25' M-3x4 M-3x8 i 0 M-5x8(S) M-5x8(5) ,1 ,1 1, b b y 9-07-07 6-00-15 10-06-10 9-06-05 10-05-11 yy yb 1-00 46-03 1-00 JOB NAME : 5019-B POLYGON - F10c PR 04C' Scale: 0.1211 N���� IN `10 WARNINGS: GENERAL NOTES,unless otherwise noted. f r/��/4� 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 .92 e S P E '�I,,, Truss: F10 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 rasponsiblfty of the building designer. • 2.Design assumes the top and bottom chords to be laterallybraced atAlle, DES. BY MJ 3.Additional temporary bracing to Insure stabilty during construction • 2'o.c.and at 10'o.c.respectively unless braced throughout their length by P is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywooding(TC)and/or drywall(BC). DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requiredaired where shown++ �(/(� SEQ. : 6125990 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. 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, 1,. '�OREGON TRANS 1 D' 413 213 design loads be applied to any component. and are for"dry condition"of use. 8CompuTrus has no control over and assumes no responsibility for the .Design assumes full bearing at all supports shown.Shim or wedge If S. 14 fabrication,handling, Design essary. A� h `O shipment and Installation of components. 7.Design assumes adequate drainage is provided. '�! rl 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 VIII VIII VIII IIII IIII IIIIMTe USA,Inc./CompuTrus I/WTCA in SCSI,copies of (Software 7.6.6(1 L)E ch will be furnished upon request de vrith o int center tines. 9.Digits indicate size of plate in inches. 10.For basic connplate design values see ESR-1311,ESR-1988(MITek) EXPIRES;12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-12=(-1085) 2574 3-12=( -147) 297 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3051) 1317 12-13=(-1253) 3387 12- 4=( -450) 1093 3- 4=1-2851) 1250 13-14=( -829) 2453 12- 5=(-1355) 596 WEBS: 2x4 KDDF STAND LOADING 9- 5=(-2351) 1130 19-15=( -725) 2126 13- 5=(-1962) 850 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL) 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3887) 1938 15-10=( -956) 2439 13- 6=) -862) 1896 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2119) 1230 6-14=(-1274) 830 TOTAL LOAD = 42.0 PSF 7- 8=(-2138) 1151 14- 7=( -999) 1886 8- 9=(-2780) 1268 14- 8=( -740) 509 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-3041) 1278 8-15=( -140) 534 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 60 15- 9=( -277) 343 BOTTOM CHORD CHECKED FOR A 20 PUP LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -343/ 2057V -316/ 316H 5.50" 3.29 KDDF ( 625) 46'- 3.0" -346/ 2056V 0/ OH 5.50" 3.29 KDDF ( 625) rOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.313" @ 15'- 8.4" Allowed = 2.267" MAX TL CREEP DEFL = -0.533" @ 15'- 8.4" Allowed = 3.022" MAX LL DEFL = -0.002" @ 97'- 3.0" Allowed = 0.100" 11-11-11 3-08-11 10-06-10 20-00 MAX TL CREEP DEFL = -0.003" @ 47'- 3.0" Allowed = 0.133" T 5-01-03 4-08 5-07 -11 5-06-13 5-03-05 6-06-04 6-06-04 6-11-07 MAX HORIZ. LL DEFL = 0.088" @ 45'- 9.5" T T T T 1' Q T T 1' MAX HORIZ. TL DEFL = 0.145" @ 45'- 9.5" 10-00 NOTE: Design assumes moisture content does 12 12 M-4x6 12 not to exceed 19% at time of manufacture. 7.50 7.50 " ' 7.50 4 0Design conforms to main windforce-resisting 7 ,e,' system and components and cladding criteria. M-5x6(5) Wind: 190 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3' N (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M 4x66 \ 0.25" load duration factori e Truss designed for wind loads in the plane of the truss only. M-4x6 M-5x10 +t M-1.5x3 M-1.5x3 3 +. 0 *** / 0 t Alm T.. 15 --��4 o o 1� V. 13 I M-3x8 V.25" M-5x6 0.2 9 M 3x4 M-3x8 0 0 M-5x8(5) M-5x8(S) 1, .1 b l ). i' 9-07-07 6-00-15 10-06-10 9-06-05 10-05-11 l y 1-00 46-03 1-00 R v, .0 oris JOB NAME : 5019-B POLYGON - F11 �� c,G�N ppp,,,,, s�� Scale: 0.1218 � �,.I�/���)yyy WARNINGS: GENERAL NOTES,unless otherwise noted: CC' 7 g/ + /°IE �^' 1.Builder and motion contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 2 Truss• F 11 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. 3.Additional temporary bracing to Insure stadity during construction 2.Design assumes the top and bottom chords to be laterally braced at 411 DES. BY: MJ s the res nsibiii of the erector.Additional ermeneM bredn of 2'o.c.and at 10'o.c.respectively unless braced throughout their length byr�rr, po ty P 9 continuous sheathing such as plywood sheathing(TC)and/or drywag(BC). DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON\� �(y 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6125991 fastens s are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive osive environment, / 9k ZQ 41 design loads be applied to any component. and are far"dry condition"of use. Q 1 4 T TRANS I D: 413 213 5.CompuTrus has no control over and assumes no responsibility for the 6.necessary.andressumes full bearing u all supports shown.Shim or wedge if �y �T' fabrication,handling,shipment and installation of components. 7.Design asumes adequate drainage is provided. ''R `t- 6.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,end placed so their center I/VWCA in BCSI,copies of ch will be ines coincide with joint center fines. IIIIII IIII VIII VIII VIII VIII VIII IIII IIIIMTe SA ICompuT uS lSoftware 7rn6 6(1 L)-Z request. 10.9.Digits es. IFF r basicicon ectorof late in plate design values see ESR-1311,ESR-1966(MITek) EXPIRES:12/31/2015 • 11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF R1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-12=(-1085) 2574 3-12=( -147) 297 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3051) 1317 12-13=(-1253) 3387 12- 4=( -450) 1093 WEBS: 2x4 KDDF STAND 3- 4=(-2851) 1250 13-14=( -829) 2453 12- 5=(-1355) 596 LOADING 4- 5=(-2351) 1130 14-15=( -725) 2126 13- 5=(-1462) 850 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3887) 1938 15-10=( -956) 2439 13- 6=( -862) 1896 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2119) 1230 6-14=(-1274) 830 TOTAL LOAD = 42.0 PSF 7- 8=(-2138) 1151 14- 7=( -999) 1886 8- 9=(-2780) 1268 14- 8=( -740) 509 NOTE: 2x4 BRACING AT 24"01 UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-3041) 1278 8-15=( -140) 539 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 60 15- 9=( -277) 343 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -343/ 2057V -316/ 316H 5.50" 3.29 KDDF ( 625) 46'- 3.0" -346/ 2056V 0/ OH 5.50" 3.29 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.313" @ 15'- 8.4" Allowed = 2.267" MAX TL CREEP DEFL = -0.533" @ 15'- 8.4" Allowed = 3.022" MAX LL DEFL = -0.002" @ 47'- 3.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 47'- 3.0" Allowed = 0.133" 9-11-11 5-08-11 10-06-10 20-00 T T T T T MAX HORIZ. LL DEFL = 0.088" @ 45'- 9.5" 5-01-03 9-10-08 5-05-03 5-06-13 5-03-05 6-06-09 6-06-09 6-11-07 MAX HORIZ. TL DEFL = 0.145" @ 45'- 9.5" 12 12 12 NOTE: Design assumes moisture content does 7.50 F7, 7.50 17, M-9x6 Q 7 50 not to exceed 19% at time of manufacture. 4.0" Design conforms to main windforce-resisting 7 .x system and components and cladding criteria. 3.NsM-5x6(S) Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M 4x66 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0.25" load duration factor=l.6, 8 Truss designed for wind loads in the plane of the truss only. M-4x6JAM-5 4M-1.5x3 M-1.5x3 + 9 3 iiiia0 o 1� 2 13 .. 15 ---.14,,,14 o M 3x8 6.25" M-5x6 0.2�' M-3x9 M-3x8 ' 0 0 M-5x8(S) M-5x8(S) / 1, / ,1 1' 1' 9-07-07 6-00-15 10-06-10 9-06-05 10-05-11 by yy 1-00 96-03 1-00 JOB NAME : 5019-B POLYGON - F12 Scale: 0.1218 5�` to PN QF PR Op 44Cfl/Z5 WARNINGS: GENERAL NOTES,unless otherwise noted: �, 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 yePET r•Us s: F1 2 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. .,✓ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Jjaa. is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as ( ) plywood in ere s and/or drywall BC. DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ tQ 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. -}X OREGON b, 1. SEQ. : 6125992 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, L f� design loads be applied to any component. and are for"dry condition"of use. / '1 2.0 '. ,. TRANS I D: 413 213 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 6111%:P41,117 ✓ 4, � fabrication,handling,shipment and Installation of components. necessary.s / � S 6.This design Is furnished subject to the[imitations set forth T.Plates assumes adequatedoofaces drainage Iso truss, LL. IIIIII III 11111 I 111 VIII VIII IIII IIII IIII g 1 by 8.Plates shall be located on both faces of truss,and placed so their center TPINViCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. Digits Indicate size of plate in Inches. 10. n MiTele USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11E111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 46-03-00 GIRDER SUPPORTING 9-00-00 FROM 0-00-00 TO 4-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF (1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( -9832) 2006 1-13=(-1574) 7958 2-13=( -78) 554 18- 9=(-4172) 1002 2x6 KDDF q1&BTR T2 2- 3=( -9916) 2028 13-14=(-1554) 8198 13- 3=( -748) 3296 9-19=( -916) 4362 BC: 2x6 KDDF SS; LOADING 3- 4=( -7946) 1602 14-15=(-1404) 8276 3-14=(-2420) 620 19-10=(-4982) 1200 2x10 KDDF SS B4 LL = 25 PSF Ground Snow (Pg) 4- 5=( -6814) 1398 15-16=(-1400) 8280 14- 4=( -668) 3594 10-20=(-1438) 6234 WEBS: 2x4 KDDF STAND; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 46'- 3.0" V5- 6=( -6476) 1268 16-17=) -802) 5356 14- 5=(-1908) 622 2x4 KDDF STUD A; BC UNIF LL( 87.5)+DL( 79.5)= 167.0 PLF 0'- 0.0" TO 4'- 0.0" V6- 7=( -4720) 1034 17-18=( -860) 5456 5-15=) 0) 194 2x6 KDDF #2 B BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 4'- 0.0" TO 46'- 3.0" V7- 8=( -4730) 1024 18-19=(-1694) 8946 5-16=(-3868) 796 B- 9=( -6594) 1318 19-20=(-2612) 12804 16- 6=( -468) 2880 TC LATERAL SUPPORT <= 12"OC. UON. ADDL: BC CONC LL+DL= 3443.0 LBS @ 6'- 0.0" 9-10=(-10800) 2204 20-11=(-2706) 13218 6-17=(-2690) 616 BC LATERAL SUPPORT <= 12"OC. UON. ADDL: BC CONC LL+DL= 7713.0 LBS @ 42'- 3.0" 10-11=(-15822) 3328 17- 7=( -964) 4658 11-12=) 0) 60 17- 8=(-2534) 640 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8-18=) -474) 2638 NOTE: 2x4 BRACING AT 24"0C UON. FOR LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. ALL FLAT TOP CHORD AREAS NOT SHEATHED THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ( 2 ) complete trusses required. 0'- 0.0" -1282/ 6315V -310/ 303H 5.50" 10.10 KDDF ( 625) OVERHANGS: 0.0" 12.0" Join together 2 ply with 3"x.131 DIA GUN 46'- 3.0" -2107/ 9856V 0/ OH 5.50" 15.77 KDDF ( 625) nails staggered at: JT 1: Heel to plate corner = 2.00" 9" oc in 1 row(s) throughout 2x4 top chords, 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. JT 11: Heel to plate corner = 4.50" 9" oc in 2 row(s) throughout 2x6 top chords, 9" oc in 2 row(s) throughout 2x6 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 + LATERALLY BRACE TO ROOF DIAPHRAGM 9" oc in 3 row(s) throughout 2x10 bottom chords, MAX LL DEFL = 0.201" @ 20'- 4.8" Allowed = 2.267" 9" oc in 1 row(s) throughout 2x4 webs, MAX TL CREEP DEFL = -0.663" @ 20'- 4.8" Allowed = 3.022" + 2X4 WEB BRACE REQUIRED. 9" oc in 2 row(s) throughout 2x6 webs. MAX LL DEFL = -0.001" @ 47'- 3.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ 47'- 3.0" Allowed = 0.133" @ HANGER BY OTHERS TO APPLY CONC. LOAD(S) EQUALLY TO ALL MEMBERS. MAX HORIZ. LL DEFL = -0.052" @ 45'- 9.5" ''-.04-01, 8-11-11 � 5-08-11 11-06-10 20-00 MAX HORIZ. TL DEFL = 0.126" @ 45'- 9.5" -04-0 09-15 6-00-03 5-08-07 5-06-11 6-04-03 6-05-15 4-02-12f NOTE: Design assumes moisture content does 24. , f , ,. f - ) fnot to exceed 19% at time of manufacture. 2-09-011 12 11 0 Design conforms to main windforce-resisting 7.50 1;7' system system and components and cladding criteria. 4.0" 7 ,S( Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-5x6(S) 12 load duration factorsed, Cat.2, Exp.B, MWFRS(Dir), 12 3.� =1.6, 7.50 M-3x5 Q 7'50 Truss designed for wind loads 0.25" in the plane of the truss only. •9 M-6x10 M-4x8 +r A 5 M-3x8 M-3x6 + + M-1.5x3 + + -9x8 + \ M18HS-3x18 ,c,o �B I o L1, .,`17f,- # l4 Yj1'( y ( B42o \2 4 I r M-V2{8 a.25" M- x6 0.2 ' M- x8 0. 5-19 0 o M-3x10 M-3x8 M18HS-3x18 M-7x8(S) M-7x8(S) M-12x14(S) 1, *3443 8 , ). b y , 7713 @ y 5-10-04 2-07-10 6-04-04 5-06-11 5-10-03 6-07-11 6-05-15 2-10-07 4-00 y b y 96-03 1-00 , 0 PF4ope� JOB NAME : 5019-B POLYGON - F13 GIRD Scale: 0.1116 �c,;'.'"�4G(N 44. i0a_ WARNINGS: GENERAL NOTES,unless otherwise noted: 4Ct. /!�Z5 I t "F� 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 '92• E r" Truss• F13 GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper ,/ • 2.204 compression web bradng must be installed where shown+• Incorporation of component la the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2•Design assumes the tap and bottom chords to be lateraly braced et 0.c,rulWr+ DES. BY: MJ Is the res nsibility of the erector.Additional a menent bredn of 2'o.c.and at 1g'o.c.respectively unless braced throughout their length by NOW. IIa��'' responsibility P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.20 Impact bddging or lateral bracing required where shown++ � Q�E �Nric� �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. N O b ^V SEQ. : 6125993 fasteners ere complete and at no time should any bads greater than 5.Design assumes trusses Cre to be used in a non-corrosive environment, " T a TRANS I D• 413 213 design loads be applied to any component. and are for"dry condition"of use. ' �` 14 • 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 fl nacignaay. R R I1 V fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Imitation set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111E110.TPINYTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center In lines. 9.Digitsindicate o cisize ofplate o Innes. L MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(hfiTek) EXPIRES.12/31/2015 INN IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1-2=(0) 60 2-4=(0) 0 BC: 2x4 KDDF @l&BTR SPACED 24.0" O.C. 2-3=(0) 85 TC 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 BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -73/ 276V -15/ 59H 5.50" 0.44 KDDF ( 625) 1'- 10.9" -159/ 185V 0/ OH 1.50" 0.30 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 0.0" 0/ 71V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" 8 -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" 9 1'- 0.0" Allowed = 0.110" MAX TC PANEL TL DEFL = -0.007" @ 1'- 1.5" Allowed = 0.165" MAX BC PANEL LL DEFL = 0.013" @ 3'- 11.6" Allowed = 0.404" MAX BC PANEL TL DEFL = -0.129" @ 5'- 3.2" Allowed = 0.539" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" 1-11-11 NOTE: Design assumes moisture content does 1' '( not to exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 7.50 system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 3 - in the plane of the truss only. I V. o 1 0 o� o o, 0 1 X9 M-3x4 1, l y 1-00 PROVIDE FULL BEARING;Jts:2,3,41 9-00 JOB NAME : 5019-B POLYGON - FJ1 � , a tN71fPROP 9s Scale: 0.5504 �cJ �/ � �! WARNINGS: GENERAL NOTES,unless otherwise noted: ttr G l:�c- y 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 6 6 f-E 8 Truss: FJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper /p 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. !.,'/�' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ 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 continuous sheathing such as radplywood sheathing(TC)and/or drywal BC). DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ CC 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. 'f7 OREGON��, � S E Q. : 6125994 fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used In a noncorrosive environment, 4' design loads be applied to any component. and are for"dry condition"of use. ":0�-7� ('� TRANS I D: 413 213 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If 7 4 �th fabrication,handling,shipmentnecessary. �-`/l �f ` (' and Installation of components. 7.Design assumes adequate drainage Is provided. r'7 L1°, 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 VIII(IIII VIII VIII(IIII(IIII IIII IIII TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,InC./CorrlpuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES;.12/31/2015 1E1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=10) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=1-37) 76 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 361V -29/ 97H 5.50" 0.58 KDDF ( 625) 3'- 10.9" -194/ 175V 0/ OH 1.50" 0.28 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 0.0" 0/ 77V 0/ OH 5.50" 0.12 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL rOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.228" MAX TC PANEL LL DEFL = -0.013" @ 2'- 3.8" Allowed = 0.268" MAX TC PANEL TL DEFL = -0.035" @ 2'- 0.7" Allowed = 0.402" MAX BC PANEL TL DEFL = -0.179" @ 4'- 11.3" Allowed = 0.539" 3-11-11 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" .1 T MAX HORIZ. TL DEFL = 0.000" @ 3'- 10.9" NOTE: Design assumes moisture content does 12 not to exceed 19� at time of menu acture. 7.50 Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads cg, in the plane of the truss only. 0 1-1 N LD O/- ,r. rii of ,- wrim ►/4 -, 0 1 M-3x4 1-00 PROVIDE FULL BEARING;Jts:2,3,4) 9-00 PRop JOB NAME : 5019-B POLYGON - FJ2 c, �,G,IN Scale: 0.5379 w )�/ 3T WARNINGS: GENERAL NOTES,unless otherwise noted: Lir' !/t92 01 O P r 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 an Individual �+', ` Truss• FJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper w 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. / 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at 4, DES. BY: MJ is the res ^sib li of the erector.Additional ermanent braci of 2'o.c.and at 10'o.c.respectively unless braced throughout their length byr�lr, Po H P n9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE• 11/26/2014 the overall stricture is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ G (JREGON�O �( 4.No load should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. A S EQ. : 612 5 9 9 5 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, .. 'T�' 14 24 A design loads be applied to any component. and are for"dry condition"g use. `y, TRANS I D: 413 213 5.CompuTrus has no control over and assumes no responsibility for the 8.Designeassumes full bearing at all supports shown.Shim or wedge if �`b pp ` y fabrication,handling,shipment and installation of components. 7.Design ssumes adequate drainage is provided. '„RRIL I L 6.This design Is furnished subject to the!irritations set forth by B.Plates shall be located on both faces of truss,and placed so their center INVTCA I,copies of ch ll be furnished upon IIIIII II II VIII I III VIII VIII VIII IIII IIIIMTe SA,IncJCofnpuT s iSoftware 7.6.8(1 L)E request. 9.O lines ForDigits sic cconnsize of late in Inches. ector plate design values see ESR-1311,ESR-1988(MiTe 0 EXPIRES:12/31/2015 ( 1E1 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 91EBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-168) 153 3-4=( -75) 30 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 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" -24/ 378V -58/ 176H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -166/ 336V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 0.0" -11/ OV 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4 ,, MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.061" @ 2'- 11.8" Allowed = 0.427" 12 j MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" 7.50 MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.002" @ 7'- 11.2" 3 NOTE: Design assumes moisture content does �) not to exceed 19% at time of manufacture. (� - Design conforms to main windforce-resisting system and components and cladding criteria. i Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ,o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=l.6, "' Truss designed for wind loads in the plane of the truss only. 7," PA M-3x4 1 3 3 3 1-00 6-00 'PROVIDE FULL BEARING;Jts:2,5,3,412-00 JOB NAME : 5019-B POLYGON - FJ3 r�,�' PRQ,r� s Scale: 0.5011 Co <IGIINaC /Q, WARNINGS: GENERAL NOTES,unless otherwise noted: ��/r"' �pC 17 1.Builder and erection contractor should be advised of all General Notes t.This design Is based only upon the parameters shown and Is for an individual 1 . .92 0 0 t-E. Truss: FJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be instaIled where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1r is the responsibilityructof the erector.Additional continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ..+. DATE: 11/26/2014 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 alar all bracing and 4.Installation of truss is the responsibility of the respective contractor. "f7 OREGON �((� SEQ. : 6125996 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, I... v design loads be applied to any component. and are for"dry condition"of use. /ten, '4/1"' T 1' 14 7,-° TRANS I D: 413 213 6.Design assumes full bearing at all supports shown.Shim or wedge If V �y 5.CompuTrus has no control over and assumes no responsibility for the necessary. {/q[r fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. "•t„rifi`t.\-- 6.This design Is furnished subject to the Irritations set forth by B.Plates shall be located on both faces of truss,and placed so their center lin s coindde with j int IIIIIII IIII ILII I III VIII VIII VIII IIII III) MTe SA nlnc,//COmpuT us BCSI,copies of which Softare 7.6.6(1 L)E request. 10.For basic connectoroplate design values see ESR-1311,ESR-1968(MITek) center Ines. 9.Digits indicate size of plate in inches, EXPIRES:12/31/2015 1E1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 91&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-226) 208 3-4=( -90) 40 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 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" -22/ 374V -73/ 216H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -193/ 368V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 0.0" -50/ 92V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 4 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" ) MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.038" @ 3'- 4.9" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.641" 12 MAX HORIZ. LL DEFL = -0.003" @ 9'- 11.2" 7.50 MAX HORIZ. TL DEFL = -0.003" @ 9'- 11.2" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 3 Design conforms to main windforce-resisting system and components and cladding criteria. I '' of Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. o� I IN M-3x4 ,1 ) b ), 1-00 6-00 4-00 PROVIDE FULL BEARING;Jts:2,5,3,41 ��3, ,DPR04, JOB NAME : 5019-B POLYGON - FJ4 5 tiGiNyC Scale: 0.4599 18271 � 1,. WARNINGS: GENERAL NOTES,unless otherwise noted: Q' !g /E?G 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• FJ 4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stabidty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• MJ Is the res relblli of the erector.Additional ermenent bradn of 2'o.c.and at 10'o.c.respectively unless braced throughout their length byrlf po ty P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). g Q DATE• 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � R (} � �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. 1. s. W SEQ. : 6125997 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, / qT t�. design loads be applied to any component. Designbi ge for"dry condition"of use. Q 1 4 h. TRANS I D: 413 213 5.CompuTrus has no control over end assumes no responsibility for the 6 assumes full beefing at all supports shown.Shim or wedge if t f?" fabrication,handling,shipment and installation of components. 7,Design umes adequate drainage is provided. 'R R 1 G� 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 IIII VIII VIII VIII VIII VIII IIII IIII TPI/WTCA In BCSI,copies of which will furnished upon request. it coincide with joint in lines. 9.Digitssndsize of tplate eto Inches.. M(Tek USA,Ir C./CompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/+2015 I 1E1 IIIIII1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" 0.0. 2-3=(-222) 208 3-9=( -90) 90 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. ION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 9.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 374V -73/ 216H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -193/ 36BV 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 0.0" -64/ 95V 0/ OH 1.50" 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 4 -/ !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=1/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 0 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.033" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.094" 12 MAX TC PANEL LL DEFL = 0.038" @ 3'- 4.9" Allowed = 0.427" 7.50 0• MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.003" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.003" @ 9'- 11.2" 3 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 0I• Design conforms to main windforce-resisting rn system and components and cladding criteria. 0 40 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. o"- Plino 1 I WA 5W0214 M-3x4 L L L L 1-00 6-00 9-04 PROVIDE FULL BEARING;Jts:2,5,3,91 JOB NAME : 5019-B POLYGON - FJ5 �R�� Scale: 0.4596 �� GI7N�` J}�+�y�,�� s+�� 1' WARNINGS: GENERAL NOTES,unless otherwise noted: �.f /'/GJI l 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 >921 SPE r Truss: FJ5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ 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 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ' DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ d 4.No load should be applied to anycomponent until after all bracingand 4.Installation of truss is the responsibility of the respective contractor. (v SEQ. : 6125998 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, yQ TRANS I D• 413 213 design loads be applied to any component. end are for"dry condition"of use, j/� S S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 6 1 4, �✓ A1"' fabrication,handling,shipment and installation of components. necessary. ‘:et fS' 6.This design is furnished subject to the Gndtations set forth 7.Designlatesassumes locatedadeqone otfaces drainage i os f truss,ed. R }�L IIIIII III VIII VIII VIII VIII VIII III IIII by 6 Plates shall be on both faces of and placed so their center TPINYTCA In SCSI,copies of which will be furnished upon request, lines coincide with joint center Ines. MITek USA,InC./COmpuTru3 Software 7.6.6(1 L)-E 10.9.Forrits basic connectorcate size oplplate te design values see ESR-1311,ESR-1e88(MiTek) EXPIRES:12/31/2015 11E111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 3.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 91&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-8=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-469) 453 3-4=(-324) 289 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-231) 200 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-119) 89 DL ON BOTTOM CHORD = 10.0 PSF 6-7=( -47) 22 OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -23/ 377V -145/ 423H 5.50" 0.60 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -208/ 348V 0/ OH 1.50" 0.45 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 9'- 11.2" -138/ 231V 0/ OH 1.50" 0.30 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13'- 11.2" -159/ 272V 0/ OH 1.50" 0.35 KDDF ( 625) 17'- 11.2" -123/ 209V 0/ OH 1.50" 0.27 KDDF ( 625) 8-01-03 11-02-01 19'- 3.2" -4/ 3V 0/ OH 1.50" 0.01 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.! 5 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.041" @ 3'- 7.4" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" 5 MAX HORIZ. LL DEFL = -0.009" @ 17'- 11.2" MAX HORIZ. TL DEFL = -0.009" @ 17'- 11.2" 12 NOTE: Design assumes moisture content does 7.50 not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting 4 '-' system and components and cladding criteria. M-3x5(S) I Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, N (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Trad russduration designed ffor o 6 wind loads in the plane of the truss only.73 u, 0 o M-3x4 1 b y b 1-00 6-00 13-03-04 PROVIDE FULL BEARING;Jts:2,8,3,4,5,6,71 JOB NAME : 5019-B POLYGON - FJ10Scale: 0.2632 <0 `%I/ 517` 1o1' 7. WARNINGS: GENERAL NOTES,unless otherwise noted ' 'g ®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 Truss: FJ 10 and Warnings before construction commences, building component.Applicability of design parameters and proper d 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. l 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be lateral braced at 9 ty 2'o.c.and at 10'o.c.respectively unless braced throughout their le th by r47� DES. BY: MJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalC). I( ' DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2o Impact bridging or lateral bracing required where shown++ OREGON �W 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. A - SEQ. : 6125999 fastenem are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, k"r�� !.tj y 4 (�N _\ design loads be applied to any component. and are for"dry condition"of use. `Y. TRANS I D 413 2136.Design assumes full bearing at all supports shown.Shim or wedge if J t 're) 5.CompuTrus has no control over and assumes no responsibility for the necessary. 14? ��„y fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Iinitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center IIIIII VIII VIII(IIII VIII VIII VIII IIII IIIITPIMlTCA In BCSI,copies of which will be furnished upon request. git coincide with jointae center Ines. 9.Digitsindicate ocisize ofplatein inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 10.7" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 NOTE: Design assumes moisture content does BC: 2x4 KDDF %1&BTR SPACED 24.0" O.C. 9 not to exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. 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 TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=20.9ft, TCDL=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=l.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. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF 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 5-05-06 5-05-06 complete specifications. T T T 12 12 7.50 I IM-9x4 Q 7,50 3 0 1 5 M-3x9 M-3x9 1 b y y 1-00 10-10-12 1-00 JOB NAME : 5019—B POLYGON — G1 � , o �Ro Scale: 0.5272 0.kG1NE7 t �/0 WARNINGS; GENERAL NOTES,unless otherwise noted: ((�]rra� `p7(f 7 'f7 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 ' .JG ®f E Truss: G1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ,/ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalllC). DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+ SEQ. : 612 6 0 0 2 4.No load should be app lied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON EO( 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, 7Ld fib` ,cr design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 413 213 8.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If �✓ 7 �� fabrication,handling, necessary. t f f shipment and installation of components. 7,Design assumes adequate drainage is provided. '114/41 L1w 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 11111110 117111/-111 II I III VIII VIII VIII III IIII TPI WfCA in SCSI,copies of which will be furnished upon request lines coincide with joint center nche 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 10-10-12 GIRDER SUPPORTING 10-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #150TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=( 0) 60 2-6=(-117) 1071 6-3=(-165) 1133 BC: 2x6 KDDF 816BTR 2-3=(-1383) 233 6-4=(-117) 1071 WEBS: 2x4 KDDF STAND LOADING 3-4=(-1383) 233 LL = 25 PSF Ground Snow (Pg) 4-5=( 0) 60 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 10.7" V BC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 100.0)+DL( 88.0)= 188.0 PLF 0'- 0.0" TO 10'- 10.7" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" 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" -292/ 1487V -76/ 76H 5.50" 2.38 KDDF ( 625) 10'- 10.7" -292/ 1487V 0/ OH 5.50" 2.38 KDDF ( 625) BOTTOM CHORD.CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. '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 = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.017" @ 5'- 5.4" Allowed = 0.499" MAX LL DEFL = -0.002" @ 11'- 10.7" Allowed = 0.100" 5-05-06 5-05-06 MAX TL CREEP DEFL = -0.003" @ 11'- 10.7" Allowed = 0.133" f '1 f MAX TC PANEL TL DEFL = 0.054" @ 2'- 11.4" Allowed = 0.542" 12 M-4x6 12 MAX HORIZ. LL DEFL = 0.005" @ 10'- 5.2" 7.50 Q 7.50 MAX HORIZ. TL DEFL = 0.009" @ 10'- 5.2" 34'0, NOTE: Design assumes moisture content does /Aiill'll'Illis not to exceed 198 at time of manufacture. Design conforms to main windforce-resisting i system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. io od ® al of �� 6 �� 5 0 0 1 M-3x4 M-3x6 M-3x4 l l l 5-05-06 5-05-06 l l l l 1-00 10-10-12 1-00 \NV PR Ore�, JOB NAME : 5019-B POLYGON - G2 5� OWN �, Scale: 0.9697 \ �`ll/Z5/ . WARNINGS: GENERAL NOTES,unless otherwise noted: 4t !9 "3 E 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 Truss: G2 and Warnings before construction commences. building component.Applicability of design parameters and proper e,"e''' 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. -�^ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ s the res nsibl of the erector.Additional permanent brecin of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by .✓,•mow . po lity 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where 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. 1h ^V SEQ. : 6126003 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In anon corrosive environment, est design loads be applied to any component. and are for"dry condition"of use. 1a �.� 1 4 TRANS 1 D: 413 213 5.CompuTrus has no control over and assumes no responsibility for the 6•necessary.anassumes full bearing at all supports shown.Shim or wedge If y br-�tt{ ` fabrication,handling,shipment and Installation of components. '"R n 11..y P P 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 III VIII III I VIII VIII VIII H111111 TPI WfCA in BCSI,copies of which will be furnished upon request. gcoincide with joint ain inches.9.Digitsso ncide size of plate eto Ilnes. / MITek USA,Inc./CompuTruS Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) EXPIRES;12/31/201,.5 IIII 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 6.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.1 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 NOTE: Desi n assumes moisture content does BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 9 not to exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. 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 TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=20.8ft, TCDL=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=l.6, 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads in the plane of the truss only. 6.00 'REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 3 Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 1OPSF 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. <,,-, 0 M 2 co ...1111111111111111111111111111111111111111111 ‘=3/- i f O 1 � i O 4 M-3x4 y l y 1-00 6-06 JOB NAME : 5019-B POLYGON - H1 •'�� INPR s Scale: 0.7067 `Co (�G)(/r�N xsipt? /47 WARNINGS: GENERAL NOTES,unless otherwise noted: /�I�y°" pC 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 x 92•*t�E. r- Truss: H1 and Warnings before construction commences. building component.Applicability of design parameters and proper ,/ /,/Ilr P 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibilty of the building designer. 3.Additional temporary bracing to Insure stedRty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -.^"' , � DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 111CC 4SEQ. : 6126004 .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 OREGON�ts. to design loads be applied to any component. end are for"dry condition"of use. / -7 0 TRANSfasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, I D: 413 213 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 O 14 ,,., fabrication,handling,shipment and Installation of components. neseiggsary. j h R}` ` n assumes adequate drainage is provided. r"1 4.4 7.Des 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111 IIII I I I 11111 VIII 1113 11 IIIITPIIWTCA In 9051,copies of which will be furnished upon request lines cdndde with joint center lines. 9.Digits Indicate size of plate in inches. 10. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 . Ilk IIIIIIIIIIIHI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=)-62) 83 3-5=(-201) 187 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-138) 115 WEBS: 2x4 KDDF STAND 3-4=( -10) 5 LOADING TC LATERAL SUPPORT <= 12"0C. 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 TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -62/ 414V -44/ 116H 5.50" 0.66 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 6.0" -31/ 265V 0/ OH 5.50" 0.42 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing•I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = -0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.132" @ 3'- 3.4" Allowed = 0.410" 6-02-09 0-03-12 MAX TC PANEL TL DEFL = -0.143" @ 3'- 3.6" Allowed = 0.614" T MAX HORIZ. LL DEFL = 0.001" @ 6'- 2.2" 12 MAX HORIZ. TL DEFL = 0.001" @ 6'- 2.2" 6.00 p M-1.5x3 y 3 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), rn load duration factor=l.6, I Truss designed for wind loads r` 0 in the plane of the truss only. rn rn o� m f- 1 Pe--- 115 -/ M-3x4 M-1.5x3 .5 /, b 6-02-09 0-03-12 .1 1 y 1-00 6-06 �tO PR QF ' JOB NAME : 5019-B POLYGON - H2 �� ' c,GiN `�i Scale: 0.5253 \ w11/Z5 WARNINGS: GENERAL NOTES,unless otherwise noted: IJ;' 'T 92*1 PE }^" 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• H2 and Warnings before construction commences. building component.Applicability of design parameters and proper. r 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibtty of the building desgner. -+" 3.Additional temporary bracing to insure stabWty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ s the res nslbili of the erectCr.Additional ermenent bracin of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /rr rr , po ty P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). nCC DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �L OREGON �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. d�� ^W SEQ. : 6126005 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, //� 4t t design loads be applied to any component. and are for"dry condition"of use. c,� 4 P TRANS I D: 413 213 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 Q fabrication,handling, ry. " `�� shipment and installation of components. 7.n Designcassumes adequate drainage Is provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center oincide with joint center lines. 11111111111111111111 MITee USA,Inc./CompuTrus Software 7.6.6(1 L)E request. 10 lines Indicate scan ectorof plate design values see ESR-1311,ESR-1988(MiTek) ' EXPIRES:12/3112015 11111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15' 1-2=( 0) 50 2-5=(-76) 99 3-5=(-249) 219 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-166) 138 WEBS; 2x9 RODE STAND 3-4=( -10) 5 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 PIE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD - 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -65/ 473V -55/ 142H 5.50" 0.76 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 0.0" -39/ 328V 0/ OH 5.50" 0.53 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 7-08-04 0-03 12 MAX TC PANEL LL DEFL = 0.347" @ 9'- 0.3" Allowed = 0.522" '( IMAX TC PANEL TL DEFL = -0.390" @ 4'- 0.7" Allowed = 0.782" 12 MAX HORIZ. LL DEFL = 0.001" @ 7'- 8.2" 6.00 p M-1.5x3 y MAX HORIZ. TL DEFL = 0.001" @ 7'- 8.2" 3 -1 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=l5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, rm I Truss designed for wind loads o o in the plane of the truss only. m CD/- � Q' m I o so 1 ...-- i �1 5 M-3x4 M-1.5x3 .1 /, 1 7-08-04 0-03-12 .1 b y 1-00 8-00 JOB NAME : 5019-B POLYGON - H3 PaQF Scale: 0.4839 �NCj�✓p �/ WARNINGS: GENERAL NOTES,unless otherwise noted: �ti /�/r� ✓ i(r -� 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 V`Z 0+P G� 1` Truss: H3 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. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ s the responsibility of the erector.Additional permanent bracing of 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). DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ IM +. SEQ. : 6126006 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. -� OREGON ftd fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, j,. �-7 Q � �. TRANS I D: 413 213 design loads be applied to any component. end are for"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 ' 6} 2 - ty fabrication,handling,shipment end installation of components. Dnecessary. it „�R R`S �P 6.This design Is furnished subject to the limitations set forth 8.Plates assumes cated one both fac a Is trussed. `r'7 RIO IIIIII VIII VIII IIII VIII VIII VIII IIII IIII by 8.Platesshallbe with join on teriness of truss,end placed so their center TpINVECA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9. ts late In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 0.FForibasic connectoicate size r plf ate design values see ESR-1311,ESR-1088(Wel() EXPIRES:12/31/2015 This design prepared from computer input by IIIIIIIIIIIIII PACIFIC LUMBER-BC TRUSS SPAN 8'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/4R., DDF/Cq=1.00 LUMBER SPECIFICATIONS 1-2=(-166) 138 1-9=(-76) 99 2-4=(-251) 219 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 2-3=( -10) 5 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF 0'- 0.0" -91/ 342V -54/ 135H 5.50" 0.55 KDDF ( 625) 8'- 0.0" -39/ 330V 0/ OH 5.50" 0.53 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MAX TC PANEL LL DEFL = 0.352" @ 9'- 0.3" Allowed = 0.522" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.399" @ 4'- 0.7" Allowed = 0.782" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.001" @ 7'- 8.2" 7-08-04 0-03-12 MAX HORIZ. TL DEFL = 0.001" @ 7'- 8.2" T NOTE: Design assumes moisture content does 12 not to exceed 198 at time of manufacture. M 1.5x3 6.00 p 2 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. O m O,- y 1 /M-3x4 M-1,5x3 b 1' b 7-08-09 0-03-12 .1 1 8-00 to e. JOB NAME : 5019-B POLYGON - H4 p s Scale: 0.9787 4.14 n PROFy //� WARNINGS: GENERAL NOTES,unless upon e noted: Q' i,///lPlIE 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 an individual �,j Truss: H4 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. 3.Additional temporary bracing to insure stab li during construction 2.Design assumes the top and bottom chords to be laterally braced at po ty 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,,,. +yMMrr,: , DES. BY: MJ fir is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ d�OREGON �(tf 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. -.7}i .c 4 2Nb SEQ. : 6126007 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, design loads be applied to any component. and are for"dry condition"of use. �D. TRANS I D 413 213 6. •Design assumes full bearing at all supports shown. • Shim or wedge if +1V{- f 5.Comp has no control over and assumes no responsibility for the necessary. `4.� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII III)(III TkU ./ ( furnished upon request. lines MiTTeSA,lncCompuTrus Software 7.6.6L)-E uDIIndicate connector of For plte design values see ESR-1311 ESR-1988(MiTek) EXPIRES'12/31/2015 111111 11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-525) 136 1-5=(-207) 410 5-2=( 0) 223 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-140) 128 5-6=(-209) 406 2-6=(-474) 173 WEBS: 2x4 KDDF STAND 3-4=( -10) 5 6-3=(-135) 143 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -50/ 419V -68/ 170H 5.50" 0.67 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 10'- 0.0" -50/ 421V 0/ OH 5.50" 0.67 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICON)). 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180' BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.007" @ 5'- 1.5" Allowed = 0.454" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ 5'- 0.5" Allowed = 0.606" 5-02-04 4-06 0-03-12 MAX HORIZ. LL DEFL = -0.004" @ 9'- 6.5" T '( '1 T MAX HORIZ. TL DEFL = 0.005" @ 9'- 6.5" 12 M-1.5x3 NOTE: Design assumes moisture content does 6.00 p not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads M-3x4 in the plane of the truss only. 2 0 U) M .....111111111441 0 CD I"► 5 rr=�6 M-3x4 M-1.5x3 M-3x4 b b y 5-00-08 4-11-08 b y 10-00 JOB NAME : 5019-B POLYGON - H5 Scale: 0.9217 � /Prv" � ' i�, WARNINGS: GENERAL NOTES,unless otherwise noted: 4tr //(2✓/C1r 11. 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 Q' 0 92••r E. 1� Truss: H5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown+, Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ Is the responsibility of the erector.Additional permanent bracing of 2'oc.and at 10'o.c.respectively unless braced throughout their length)y r , A� DATE: 11/26/2014 the overall structure is the responsibilityof the buildingdesigner. continuous sheathing such as plywoodrequired sheathing(TC)and/or drywall(BC. g 3.2x Impact bridging or lateral bracing 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. OREGON SEQ. : 6126008 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, N� "�.. TRANS I D: 413 213 design loads be applied to any component. and are for"dry condition"of use. ✓ (� S.CampuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge I1 Q 14 2 fabrication,handling,shipment end Installation of components. necessary. A 'R R} 6.This design Is furnished subject to the Imitations set forth by7.Design assumes adequate drainage Is provided. ,r! IIIIII II I VIII IIII VIII VIII VIII IIII IIII gjrequest B.lines coincidePlates nil be withhjoin on both i faceseof truss,and placed so their center TPINJTCA in BCSI,copies of which will be furnished upon Ines joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 NOTE: Design assumes moisture content does BC: 2x4 KDDF 81&BTR SPACED 24.0" O.C. not to exceed 19% at time of manufacture. 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 TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL = 25 PSF Ground Snow (Pg) 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. 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 2 6.00 p Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF 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. 0 0 1 m o/— `o %3 M-3x4 .1 b 8-00 PROPE JOB NAME : 5019-B POLYGON - H6 Scale: 0.6539 \� ��� i0 444 17 WARNINGS: GENERAL NOTES,unless otherwise noted: C !g `P E �'' 1.Builder and erection contractor should be advised of alt General Notes 1.This design is based only upon the parameters shown and Is for an individual Truss: H 6 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. Ater 3.Additional temporary bracingto Insure stabilityduring construction 2.Design assumes the top and bottom chords to be laterally braced at Po 2'o.c.and at 10'o.c.respectivelyunless braced throughout their length by " = DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE• 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ qG (�R `(�N\b' �(VCC 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. 'IfSEQ. : 6126009 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, / f� (� h design loads be apptted to any component. and are for"dry condition"of use. 4 1 d P, TRANS I D 413 2136.Design assumes full bearing at all supports shown.Shim or wedge If �'` t+ ‘..- fabrication, 5.CompuTrus has no control over end assumes no responsibility for the necessary. �` t44 fabrication.handling,shipment and Installation of components. 7.Design assumes-adequate drainage Is provided. 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1ished upon lines 11111 VIII 11111111111 VIII 0111 IIIMTe INVTCA SA.lnCJC mpuTfus I,copies of ISoftw och will be f 7.6.6(1 L)E request. 9.O PnrDigitsde with joint center lines. ncconnecorize of late in inches. plate design values see ESR-1311,ESR-1988(MiTek) " EXRI'RE5;12131/201.5 1 111110 111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-49) 46 TC LATERAL SUPPORT <= 12"0C. 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 BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -58/ 296V -15/ 59H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -107/ 101V 0/ OH 1.50" 0.16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.110" MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.165" MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed - 0.254" 12 MAX BC PANEL TL DEFL = -0.021" @ 3'- 3.8" Allowed = 0.339" 7.50 17' MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 r, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. oee- . I fWEIIM ►4 0 1 M-3x4 1-00 'PROVIDE FULL BEARING;Jts:2,3,4' 6-00 JOB NAME : 5019-B POLYGON - J1 ^T, P�� Scale: 0.6780 `�� 1/ 5 /J �`� WARNINGS: GENERAL NOTES,unless otherwise noted �. F✓ ` " 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 indNiduat Truss: J1 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. , 3.Additional temporary bracing to Insure stability during construction, 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by P ty permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .�" , ': DATE: 11/26/2014 the overall structure N the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ w /�CC � SEQ. : 612 6 010 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 A_OREGON W 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, `- y �N� iks TRANS I D' 413 213 design loads be applied to any component. and are for"dry condition"of use. /� S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all suppods shown.Shim or wedge if +6 44' 14 �,,.. fabrication,handling,shipment and installation of components. necessary. /'1 R V f 5 7.Design assumes adequate drainage is provided. r..l b1. 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 (IIIIIIIII VIII I I I VIII VIII VIII IIII IIIITPIM/TCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Inas. MiTek USA,InC./CompuTfus Software 7.6.6(1 L)-E Digits connectorcate size plaf te a design vaate in lues 10.For basic see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 I. IIIIII IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x9 KDDF #10BTR SPACED 24.0" O.C. 2-3=(-76) 61 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -43/ 346V -29/ 97H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -106/ 126V 0/ OH 1.50" 0.20 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 57V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.! REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" 3-11-11 MAX TC PANEL LL DEFL = 0.015" @ 2'- 2.2" Allowed = 0.268" T T MAX BC PANEL TL DEFL = -0.034" @ 3'- 1.4" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 7.50 17. MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 3 -/ NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. :c7 O f M-3x4 .1 , / 1-00 6-00 PROVIDE FULL BEARING;Jts:2,3,41 PRop JOB NAME : 5019-B POLYGON - J2 Sale: 0.5905 ail/ 5 'n WARNINGS: GENERAL NOTES,unless otherwise noted: ' *C�^� ♦' ir 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• J2 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 responsid[ity of the building designer. 3.Additional temporary brad to Insure sledlty dudn construction 2.Design assumes the top and bottom chords to be laterally braced et f� rY n9 9 2'o.c.and at 10'o.c.respectively unless braced throughout their leng@th by rq�ln DES. BY: MJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). C DATE• 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 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. 1h At SEQ. : 6126011 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, �i �1�' design loads be applied to any component, end are for"dry condition"of use. 6. 14 �� T TRANS I D: 413 213 5.CompuTrus has no control over and assumes no responsibility for the 8.nnecDesessa assumes full bearing at all supports shown.Shim or wedge if t ` te' fabrication,handling,shipment and Installation of components. 7.Design a assumes adequate drainage Is provided. R R t. 6.This design is furnished subject to the[imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ndde with joint center lines. IIIIIII II II VIII VIII VIII VIII VIII IIII IIIIMire IANTCA SAnInc//CompuTftas SCSI,copies of iSoftware 76.6(1 L)E ch will be fished upon request. iindicateOFgof atboectorpltedesign values see ESR-1311,ESR-1988(MiTeq EXPIRES:12I31/2Qi 5 • 1 III IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-114) 86 TC LATERAL SUPPORT <= 12"0C. DON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -46/ 402V -43/ 136H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 75V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -80/ 159V 0/ OH 1.50" 0.25 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.102" @ 3'- 7.2" Allowed = 0.425" 5-11-11 MAX TC PANEL TL DEFL = -0.103" @ 3'- 4.8" Allowed = 0.638" T f 12 3 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" '/ MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 7.50 17, ') NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), r' load duration factor=l.6, 0 I Truss designed for wind loads o in the plane of the truss only. 4, op c Plio o ►� 4►1 M-3x4 b b y 1-00 6-00 !PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME : 5019-B POLYGON - J3 <cs\tt pRQpFfs Scale: 0.5429 .ip .0ff3IN .14.,,' /i2 WARNINGS: GENERAL NOTES,unless otherwise noted: �. 11/Z5//1 1.Builder and erection contractor should be advised of a9 General Notes 1.This design is based only upon the parameters shown and is for an individual .921.PE c'' Truss: J3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bradng must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length is the responsibility of the erector.Additional permanent bracing of by rr DATE: 11/26/2014 the overall structure Is the responsibility of the Wilding designer. tont mous idgisheangin r such a bracing re meed when Cs own drywall C. Q p ly 9 9 3.2x Impact bridging or lateral required where shown++ ) r SEQ. : 6126012 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. ' .OREGO � A. . 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, '7l (ar, ^W TRANS I D: 413 213 design loads be applied to any component. and are for"dry condition"of use. //.. rf 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If c,✓ 14 GP �+ fabrication,handling,shipment and installation of components. necessary. 6.This design is furnished subject to the Imitations set forth 7.Design assumes adequate drainage is provided. M�' r�y t �,,. !I IIA VIII VIII VIII VIII IIIA VIII IIN!IIIby 8.plates shell be located on both faces of truss,and placed so their center �'i!l 4. TPIIWTCA in SCSI,copies of which will be furnished upon request, lines coincide with joint center Ines. 9. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E late In inches. 10.FForrits basicicate size onnectorof plate design values see ESR-1311,ESR-1986 (Mitek) EXPIRES:12/31/2015 This design prepared from computer input by 1111111111This LUMBER-BC LUMBER 4PECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 02-3=(-168) 152 BC: 2x4 KDDF #168TR SPACED 24.0" O.C. 3-9=( -75) 30 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 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 PSE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -58/ 175H 5.50" 0.60 KDDF ( 625) LL = 25 PIP Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -166/ 336V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -13/ OV 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.060" @ 2'- 9.3" Allowed = 0.427" ') MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" 12 7.50 MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" 3 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. (' Design conforms to main windforce-resisting system and components and cladding criteria. co o Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir1, o I load duration factor=l.6, ,o Truss designed for wind loads in the plane of the truss only. m o/- i IPig on 5►t o M-3x9 1-00 6-00 1-11-11 PROVIDE FULL BEARING;Jts:2,5,3,41 PRO JOB NAME : 5019-B POLYGON - J4Scale: 0.5031 w �i�z c `o flpt WARNINGS: GENERAL NOTES,unless otherwise noted: ' >920�P L 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 Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bract to Insure stability during construction 2.Design assumes the tap end bottom choMs to be laterally braced et po ry ng ' .c.and at 10'o.c.respectively unless braced throughout their length byr = 497 �, DES Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �'" DATE: 11/26/2019 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ QREGON 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsidllly of the respective contractor. ' A/ �' N A.L.14 0 SEQ. : 6126013 fasteners are complete end 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. ri TRANS I D• 413 213 6.Design assumes full bearing at all supports shown.Shim or wedge if t 5.CompuTms has no control over and assumes no responsibility for the necessary. " R 11.. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage ispprovided. - - 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces ottruss,end placed so their center upon IIIIII VIII VIII VIII VIII VIII VIII IIII IIII MITek SA,lncI/WTCA in ./CompuTf s which Softwaref 7.6.6(1 L)-E request. 1.lines Perr basic cot nectoroplate design values see ESR-1311,ESR-1988(MITek) Digits EXPIRES:12/31/2015 i 11 1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x9 KDDF 1)1aBTR SPACED 29.0" O.C. 2-3=(-226) 207 3-9=( -90) 40 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE' 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" -22/ 374V -73/ 215H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -192/ 367V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -50/ 91V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 4 -,r VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" w MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" soofigo0.00. ) MAX TC PANEL LL DEFL = 0.038" @ 3'- 4.9" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.641" 12 MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.9" 7.50 MAX HORIZ. TL DEFL = -0.003" @ 9'- 10.9" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 3 Design conforms to main windforce-resisting system and components and cladding criteria. M o Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, r-- (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=l.6, `cv Truss designed for wind loads in the plane of the truss only. lID I o &Ii '� 1102M 5 11WJEN -/ 0 M-3x4 l ,1 .1 y 1-00 6-00 3-11-11 (PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME : 5019-B POLYGON - J5 Dale: 0.4488 .. ZAtoFFsslQ WARNINGS: GENERAL NOTES,unless otherwise noted: 4+rJc. ! I z7 c 1.Builder and erection contractor should be advised of t General Notes 1.This design is based only upon the parameters shown and Is for an individual 'Ct. 7,92$0 PE ¶ Truss: J5 and Warnings before construction commences. budding component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+ Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction, 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ 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 continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ttr SEQ. : 61260144.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. '� OREGON (V Sfasteners are complete and at no time should any loads greater than Design assumes trusses are to be used in a non-corrosive environment, /! 2 a� 8. TRANS I D• 413 213 design loads be applied to any component. and are for"dry condition"of use. CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If 4 14 Q` fabrication,handling,shipment and installation of components. Design asscessary. A R n'�1 (� 7.Design assumes adequate drainage is Provided. '1"� f-t L- 6.This design is furnished subject to the Irritations set forth by 8.Rates shall be located on both faces of truss,and placed so their center ch will be IIIIIII III(IIII I I I IIID IIIA VIII IIII IIIIMiTpOWTCA eUSA,lnosI,copies of/CompuTfus iSoftwar'ef 7.6.6(1 L)E request. 10.Forr basiic connectoro oplate design values see ESR-1311,ESR-1988(MiTek) 9.Digits indicate size of plate in Inches. EXPIRES:12/31/2015 1 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-6=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-276) 260 3-4=(-132) 96 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=( -45) 22 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL - 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 376V -88/ 257H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -189/ 353V 0/ OH 1.50" 0.45 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2"11'- 11.7" 12 1 3/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 5 . AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.( j0 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 4 MAX TC PANEL LL DEFL = 0.040" @ 3'- 4.9" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.054" @ 2'- 11.9" Allowed = 0.641" 12 0 MAX HORIZ. LL DEFL = -0.004" @ 11'- 10.9" 7.50 17. MAX HORIZ. TL DEFL = -0.004" @ 11'- 10.9" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting "' system and components and cladding criteria. 3 0 , Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 r! (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dirl, load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 7,- ENf o M-3x4 ,1 b 1, b 1-00 6-00 5-11-11 PROVIDE FULL BEARING;Jts:2,6,3,4,51 JOB NAME : 5019-B POLYGON - J6 Scale: 0.4036 ``1l/Z5� /0, WARNINGS: GENERAL NOTES,unless otherwise noted: Q .C�`?4 4 P+E C' 4i 17 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 "I'/�t Truss: J 6 and Warnings before construction commences. building component.Applicability of design parameters and proper _r 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibilty of the building designer. / P 2.Design assumes the top and bottom chords to be laterally braced at 40910"'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: MJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalllC). DATE: 11/26/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � E�1�N�� �1(/ 4.No load should be applied to any component until alter ail bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : 6126015 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, /a tj 4 0 �1_ design loads be applied to any component. and are for"dry condition"g use. T TRANS I D 413 213 6.Design assumes full bearing et all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the necessary. 10-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 III IIIITPI/WiCA In SCSI,copies of which will be furnished upon request. 9.lines coincide Digits indicate sizejoint of plate incenterinches. 10. MITBk USA,inc/COmpuTfus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/201'55 I IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-6=(0) 0 BC: 2x4 KDDF 81&BTR SPACED 24.0" O.C. 2-3=(-327) 312 3-4=(-193) 155 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=( -79) 55 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSE OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL - 25 PSF Ground Snow (Pg) 0'- 0.0" -24/ 378V -103/ 301H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -186/ 337V 0/ OH 1.50" 0.43 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -151/ 266V 0/ OH 1.50" 0.34 KDDF ( 625) 13'- 11.7" -59/ 109V 0/ OH 1.50" 0.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5 -' 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' 0 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.043" @ 3'- 7.4" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.057" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.005" @ 13'- 10.9" 12 4 MAX HORIZ. TL DEFL = -0.005" @ 13'- 10.9" 7.50 �( NOTE: Design assumes moisture content does 0 not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. rn 0 i Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 0, Truss designed for wind loads ht in the plane of the truss only. 0 0 i c al 0 1 = 6 11...11 -, o M-3x4 i, b y y 1-00 6-00 7-11-11 PROVIDE FULL BEARING;Jts:2,6,3,4,51 JOB NAME : 5019-B POLYGON - J7 (c, pRox kr Scale: 0.3560 C?�`o S1GIINA ._ S10 WARNINGS: GENERAL NOTES,unless otherwise noted: 44 ' '///Z5/P/9 -�y 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 . 2 E, 1''" Truss: J7 and Warnings before construction commences. building component.Applicability of design parameters and proper � ,y' 2.2x4 compression web bradng must be Installed where shown+, incorporation of component is the responsibility of the building designer. • / 3.Additional temporary bracing to Insure stability during construction2.Design assumes the top end bottom chords to be laterally braced at DES. BY: MJ s the responsib lily of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectivety unless braced throughout their length by continuous sheathing such as plywood sheatNng(TC)and/or drywalllBC). CC DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 11/0 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 OREGON <4 SEQ. : 6126016 fasteners are complete and at no time shouts any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, I-. IftJ Q) ,( TRANS I D• 413 213 design loads be applied to any component. and are for"dry condition"of use. / i S.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 14, '' ,h., fabrication,handling,shipment and Installation of components. necessary. IL L� T 6.This design is furnished subject to the limitations set forth 8.Plates assumes adequateatedon bothdrainagec is provided.a I IIIIII VIII VIII I I I VIII VIII VIII IIII IIII by 8.Plates shall be located feces of truss,and placed so their center TPINYTCA In SCSI,ogles of which will be furnished upon request, lines coincide with joint center Anes. 9. ts MiTek USA,Inc/COmpuTrus Software 7.6.6(1 L)-E e In inches. 10.For lbasiindicate onnector platetdesign values see ESR-1311,ESR-1988(MiTelg EXPIRES:12/31/2015 This design prepared from computer input by 1E111111This LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-7=(0) 0 SPACED 24.0" O.C. 2-3=(-381) 365 BC: 2x4 KDDF #168TR 3-4=1-241) 205 4-5=(-191) 111 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=( 141) 11 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 377V -119/ 346H 5.50" 0.60 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -196/ 344V 0/ OH 1.50" 0.44 KDDF ( 625) 9'- 11.2" -139/ 241V 0/ OH 1.50" 0.31 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 13'- 11.2" -128/ 226V 0/ OH 1.50" 0.29 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15'- 11.7" -18/ 32V 0/ OH 1.50" 0.05 KDDF ( 625) 10-08-10 5-03-01 '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 = -0.002" @ -1'- 0.0" Allowed = 0.100" �, MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.042" @ 3'- 7.4" Allowed = 0.427" 5 MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" ;i MAX HORIZ. LL DEFL = -0.006" @ 15'- 10.9" MAX HORIZ. TL DEFL = -0.006" @ 15'- 10.9" M-3x5(S) NOTE: Design assumes moisture content does 12 not to exceed 19% at time of manufacture. 7.50 V 4 0* Design conforms to main windforce-resisting system and components and cladding criteria. r) o Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, i (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, o Truss designed for wind loads ' in the plane of the truss only. 3 / 0 .+,1.i MIMIIMMEIMIMMIMIEM -, 7"" o M-3x4 .1 /' ), b 1-00 6-00 9-11-11 PROVIDE FULL BEARING;Jts:2,7,3,4,5,6I JOB NAME : 5019-B POLYGON - J8Scale: 0.2960 < `%�r5ao c!'I' /r) WARNINGS: GENERAL NOTES,unless otherwise noted: 4t. • � {'•• 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for an IndNidual Truss• J 8 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 bracing to Insure stability dodo construction 2•Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ ry g ty g 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibllfty of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown 4, OREGON �� 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. 5.Design assumes trusses are to be used In a noncorrosive environment, �.,,IA '7), 14 2p �4... SEQ. : 6126017 fasteners are complete and at no time should any loads greater than g tJ design loads be applied to any component. and are for"dry condition"of use. TRANS I 413 213 6.Design assumes foil bearing u all supports shown.Shim or wedge if 5.CompuTrus has no control over end assumes no responsibility for the necosaery. { f � 1+ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Frrdtations set forth by 8.Plates shall be located on both faces of truss,and placed so their center .. IIIIII VIII VIII VIII VIII VIII VIII IIII IIII ' frequest. MTe USA,lnC./CompuT USSotware 7.6.6(1L)E csincide with joint center tines. Uc of lines cotectorplte design values see ESR-1311,ESR-1988(MlTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 4168TR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1513TR SPACED 24.0" O.C. 1-2=( 0) 60 2-7=(0) 0 2-3=(-935) 419 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4=(-289) 259 BC LATERAL SUPPORT <= 12"0C. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4-5=(-202) 169 DL ON BOTTOM CHORD = 10.0 PSF 5-6=( -82) 47 OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (P9) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 377V -139/ 393H 5.50" 0.60 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -204/ 349V 0/ OH 1.50" 0.95 KDDF ( 625) 9'- 11.2" -133/ 225V 0/ OH 1.50" 0.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.2" -170/ 295V 0/ OH 1.50" 0.38 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17'- 11.7" -60/ 104V 0/ OH 1.50" 0.17 KDDF ( 625) 7-03-19 10-07-13 'GOND, 2: Design checked for net(-5 psf) uplift at 24 "cc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 %' MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.091" @ 3'- 7.4" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.055" @ 2'- 11.9" Allowed = 0.641" 5 MAX HORIZ. LL DEFL = -0.008" @ 17'- 10.9" MAX HORIZ. TL DEFL = -0.008" @ 17'- 10.9" 12 NOTE: Design assumes moisture content does 7.50 not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting q system and components and cladding criteria. m ;� Wind: 190 mph, h=24.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x5)S) 110011°1111"11/7111/ i load duration factor=1.6, Truss designed for wind loads 4' in the plane of the truss only. 3 l0 0 4 M-3x9 7- 1, b b l 1-00 6-00 11-11-11 'PROVIDE FULL BEARING;Jts:2,7,3,4,5,61 PRJOB NAME •. 5019-B POLYGON - J9 Sale: 0.2760 ��9, 0 +v�[�tsi�, WARNINGS: GENERAL NOTES,unless otherwise noted: ,. ///25/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 . .792 0 0 PE. fit-" Truss: J9 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be Installed where shown+, incorporation of component Is the responsibiity of the building designer. ..' 3.Additional temporary bracing to Insure stability duringconstruction 2.Design assumes the top and bottom chards to be lateral braced at DES. BY: MJ b N is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'a.c.respectively unless braced throughout their length)y ,1r DATE: 11/26/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC. �: 9 3.2x Impact bridging or lateral bracing required where shown++ CC SEQ. : 6126018 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. 70,.. SL) OREGON /W ,� fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, /� � �,, �' TRANS I D: 413 213 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 c() 14 �� fabrication,handling,shipment and installation of components. necessary. 6.This design is furnished subject to the limitations set forth 7.Design assumes adequate drainage is provided. ""�'1 's 'I IIII ILII IIIII IIIII IIIII IIIII IIIII'III'III TPI/WiCA in SCSI,copies of which will be furnished upon request. 8 Plates coincide with Joint on cent both lines9.Digits indicate size s of truss,and placed so their center r'i 1.. MiTek USA,InC./COmpuTrus Software 7.6.6(1 L)-E 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 IIIIIIIIIIIIII PACIFIC LUMBER-BC TRUSS SPAN 19'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS 1-2=( 0) 60 2-8=(0) 0 TC: 2x9 KDDE #1&BTR LOAD DURATION INCREASE 1.15 2-3=(-986) 970 BC: 2x4 KDDE #16BTR SPACED 24.0" O.C. 3-4=(-340) 305 4-5=(-298) 217 TC LATERAL SUPPORT <= 12"OC. BUN. LOADING 5-6=(-137) 106 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 6-7=( -49) 23 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BEG REQUIRED ERG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -23/ 377V -150/ 439H 5.50" 0.60 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -210/ 349V 0/ OH 1.50" 0.45 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 9'- 11.2" -139/ 231V 0/ OH 1.50" 0.30 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13'- 11.2" -160/ 272V 0/ OH 1.50" 0.35 KDDF ( 625) 17'- 11.2" -127/ 214V 0/ OH 1.50" 0.27 KDDF ( 625) 19'- 10.9" =18/ 32V 0/ OH 1.50" 0.05 KDDF ( 625) 7-03-14 12-07-01 �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 6 MAX LL DEFL = -0.002" @ 1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.041" @ 3'- 7.4" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.010" @ 19'- 10.2" MAX HORIZ. TL DEFL = -0.010" @ 19'- 10.2" 5 NOTE: Design assumes moisture content does 12 not to exceed 19% at time of manufacture. 7,50 Design conforms to main windforce-resisting system and components and cladding criteria. q ;;,1;1 , Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, of (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), N load duration factor=l.6, M-3x5(5) Truss designed for wind loads in the plane of the truss only. r� 3 ca O Y- 1 - 8=_. o M-3x4 1-00 6-00 13-10-15 PROVIDE FULL BEARING:Jts:2,8,3,4,5,6,7' Q PRQFFS JOB NAME : 5019-B POLYGON - J10 J �},� s Scale: 0.2517 k� �! Z5//7I j09 WARNINGS: GENERAL NOTES,unless otherwise noted: 7!/ 7.(((...PE . 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 and proper Truss: J 10 2.204 coshown+. Incorporation of component is the responsibility of the building designer. compression web bracing must be installed where 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bradng to insure stability during construction •2'o.c.end at 10'o.c.respectively unless braced throughout their len{Lth by ,r /' ° �, DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall C). OREGON A.DATE• 11/2 6/2 014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ W 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsiblty of the respective contractor. ��fjt�'q N SEQ. : 6126019 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, 4/ 14 and are for"dry condition"of use. (], design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if �y b t V TRANS I D: 413 213 5.C sign loads has no control over and assumes no responsibility for the necessa rl fl V�� tebdcation,handling,shipment and installation of components. 7.Design ssumes 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,end placed so their center 111111111111111111111111111111111111 TkTCA in BScopies which will be furnished upon request MITeUSA,Inc.IComps rus Software7.6.6(1L)-E lines coincide ncideJointerines. 9.Digits size of plate inches.10.For basic connector plate design values see ESR-1311,ESR-1886(Weld EXPIRES: ;1 31 Z IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 6.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #15BTR SPACED 24.0" O.C. NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main d claddingresisting DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. TOTAL LOAD = 42.0 PSE Wind: 140 mph, h=l5ft, TCDL=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 lOPSF 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. Refer to CompuTrus gable end detail for 12 complete specifications. 4.00 v 3 in 0 en in ,-+ I O oen %/ // -/ M-3x4 4 b b 1-00 8-06 y JOB NAME : 5019—B POLYGON — P1 , c.� ��� Scale: 0.6242 Gj GIN s/C�,,p�� WARNINGS: GENERAL NOTES,unless otherwise noted: <t `i1/25I * 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 i S PE -71"" Truss: P 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be instated where shown+. incorporation of component is the responsibility of the building designer. DES. BY MJ 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: 11/26/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). P ty 9 3.2x Impact bodging or lateral bracing where shown++ . SEQ. : 6126020 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. 'yam A OREGON 4, 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, / ',,,,t \1} �"c✓ TRANS I D• 413 213 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 - 14 Z `4. fabrication,handling,shipment and Installation of components. necessary. �} �C"�� S 6.This design is furnished subject to the imitations set forth by7.Design assumes adequate drainage Is provided. 4 p p}` �. 1101111111111111 TPIIWTCA In BCSI,copies of which will be furnished upon request. 6 linesecdndde with Jos shall be int center on lines9. s of truss,and placed so their center `i MLA* b MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E late In inches. 10.FFor basicits )onnectorcate slze oplf ate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 This design prered from computer input by IIIIIIIIIIIIII PACIFIC LUMBER- TRUSS SPAN 8'- 6.0" IBC 2012 MAi-pB39HT5acm6103I1 EMBER FORCES 4WR/DDF/Cq=1.00 LTC: SPECIFICATIONS 1-2=( 0) 2 5=(-53) 693-5=1 266) 185TC: 2x9KDDF #1&BTRLOADDURATION INCREASE = 1.152-3=(-109)BC: 2x4KDDF #1&BTRSPACED24.0" O.C. 3_4=( -7)WEBS: 2x4KDDFSTANDLOADINGTCLATERALSUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ONTOP CHORD = 32.0PSFDL ON BOTTOM CHORD = 10.0 PSF BEARING MAXVERTMAXRZBRGREQUIREDBRGAREABCLATERALSUPPORT <= 12OC. UON. TOTAL LOAD = 92.0PSFLOCATIONSREACTIONSREAONSSIZESQ.IN. (SPECIES)OVERHANGS: 12.0" 0.0" 0'- 0.0 -69/ 493V39/ 01H5.50" 0.79KDDF ( 625)LL = 25PSFGround Snow (Pg) 8' 6.0" -91/ 350V0/ OH5.50" 0.56KDDF ( 625)LIMITEDSTORAGEOESNOTAPPLYDUE TO THE SPATIAL �COND. 2: Designcheckedfornet( psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1DPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MA(CC TL CREEP DEFL = -0.003" 8 -1'- 0.0" Allowed = 0.133" MAX C PANEL LL DEFL = -0.355" @ 4'- 3.7" Allowed = 0.508" 8-02-04 0-03-12 MAX TC PANEL TL DEFL = -0.475" 9 4'- 3.8" Allowed = 0.762" ,( MAX HORIZ. LL DEFL = 0.001" 8 8'- 2.2" 12 MAX HORIZ. TL DEFL = 0.001" 8 8'- 2.2" 9.00 12 M-1.5x3 NOTE: Design assumes moisture content does q not to exceed 198 at time of manufacture. 3 � Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 N'- Mil 1 _�a. ii.1. MinMin ►�5 -r 2 M-3x4 M-1.5x3 1b b 8-02-04 0-03-12 1-00 8-06 fi t() PR ape JOB NAME : 5019-B POLYGON - P2 Scale: 0.5367 \ ,, `%11)51 'Guy ��fl, WARNINGS: GENERAL NOTES,unless otherwise noted: E. C"" I.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 r'2/,'/ Truss: P 2 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. 3.Additional temporary bracingto insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at p 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywati(BC). CC DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 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. 2 S EQ. : 6126021 fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used in a non-corrosive environment, /�y ��. 4 Q� design loads be applied to any component. and are for"dry condition"of use. V ry, 6.Design assumes full bearing at all supports shown.Shim or wedge if �n��` {J TRANS I D: 413 213 5.CompuTrus has no control over and assumes no responsibility for the necessary. fl Y 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 a.Plates shall be located on both faces of truss,and placed so their center n lines coincide with joint center lines. IIIIII VIII VIII VIII VIII VIII VIII IIII IIII MTak SA, ncI/VVTCA in ./CompUTr S I,copies of iSoftwarech will be furnished6.6(1 L)-E request. 180 For basic cot nectoroplateldesign values see ESR-1311,ESR-1988(MITek) EXPIRES:�2t3112015 11111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-9=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-57) 25 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -74/ 301V -15/ 59H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -30/ 26V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ',COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0,100" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" T ( MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.072" 12 7.50 MAX HORIZ. LL DE FL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 3 -/ Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads i in the plane of the truss only. 0 o/- oriri i ►Z1 9►� 0 M-3x4 b b y 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,4,3I JOB NAME : 5019-B POLYGON - SJ1 ��� Scale: 0.6630 ��G//IIN� /At._��/0 WARNINGS: GENERAL NOTES,unless otherwise noted kr l�(. ( .. 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 ,agio 92,,P E. r Truss: S J 1 and Warnings before onstructlon commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+• Incorporation of component Is the responsibilty of the building designer. , 3.Additional temporary bracing to Insure stedRty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ 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 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). E-" DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : 6126022 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 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, L �,Y �•b. TRANS ID: 413 213 design loads be applied to any component. and are for"dry condition"of use. / Y S.CompuTrus has no control over and assumes no responsibility fm the 6.Design assumes full bearing at all supports shown.Shim or wedge if d 14 4- ¢'�" fabrication,handling,shipment and Installation of components. 7.necessary. 6.This Is furnished subject to the limitations set forth Design assumes adequate drainage is provided. t11. .. 111111111111111111111111 by 8 Plates shall be located on both faces of truss,and placed so their center r 7 4 TPs design In SCSI,copies of which will it furnished upon request, lines coincide with Joint center lines. 9, ts MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.FForribasicicate size onnectoroplalate in inches. te design values see ESR-1311,ESR-1888(MiTek) EXPIRES;12/3112015 kw- This design prepared from computer input by IIIIIIIIIIIII) PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-81) 50 TC 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 BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -62/ 322V -29/ 97H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -4/ 61V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -51/ 94V 0/ OH 1.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7.50 F7, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3 MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" '' MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting o system and components and cladding criteria. t Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, N (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. CD/- I P f M-3x4 J, ) y b 1-00 2-00 1-11-11 PROVIDE FULL BEARING;Jts:2,4,31 �,ry> �} {D R ape. JOB NAME : 5019-B POLYGON - SJ2 Scale: 0.7356 �� 0,01 NPPP � WARNINGS: GENERAL NOTES,unless otherwise noted: ' � e fptt 'E 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 -r- Truss: SJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper ✓ 2.204 co resslon web bracingmust be installed where shown+. Incorporation of component is the responsibility of the building designer. mP 2.Design assumes the top and bottom chords to be laterally braced at ,� " 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by „w5r.r„- 05 DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall0C). Ir DATE: 11/26/2014 the overall stmetera is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown.. i OREGON A.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 k r 4 2,0 4.k S E Q. : 6126023 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, design loads be applied to any component. and are for"dry condition"of use. `?+ TRANS I D 413 2136.Design assumes full bearing at all supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the necessary. FiR t1,"\„ fabrication,handling,shipment and Installation of components. 7.Design umes adequate drainage is provided. 6.This design Is furnished subject to the AMtations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I,copies of ch wi l be furnished upon lines coinde with joint center lines. 111111 VIII VIII VIII VIII VIII VIII IIII IftM Te USA,IncI/WTCA in ./CompuTrus iSoft lware 7.6.6(1 L)-E request. late in inch . 1a FFor basicciconnectoroplate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 I 11111411 IIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-120) 73 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -30/ 310V -43/ 136H 5.50" 0.50 KDDF ( 625) 1'- 9.2" -47/ 153V 0/ OH 5.50" 0.25 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -79/ 143V 0/ OH 1.50" 0.23 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 7123 MAX BC PANEL LL DEFL = 0.004" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, c Truss designed for wind loads in the plane of the truss only. oo -/0 1 1 )- y 1-00 2-00 3-11-11 PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME : 5019-B POLYGON - SJ3 � oP R 0°� Scale: 0.5876 tyGIN /,, vzsiir 4- WARNINGS: GENERAL NOTES,unless otherwise noted: �/ ��I17 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 CC' ,92$`PE. r' Truss: SJ3 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. 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ 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 continuous sheathing such as plywood where and/or drywall(BC). DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ (C' 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. OREGON SEQ. : 6126024 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 4+ ,mo�ii \ A design loads be applied to any component. 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 © 14 and are for"dry condition"of use. / -1 ). ('y TRANS I D: 413 213 fabrication,handling,shipment and installation of components. necessary. R FM` CI 7.Design assumes adequate drainage is provided. .i. 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 I III VIII VIII VIII IIII IIII TPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate In inches. MITek USA,Imo./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-131 t,ESR-1968(MITek) EXPIRES:, 1 /3 1/2015 M IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-162) 96 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" 0/ 251V -58/ 175H 5.50" 0.40 KDDF ( 625) 1'- 9.2" -118/ 294V 0/ OH 5.50" 0.47 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -106/ 192V 0/ OH 1.50" 0.31 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF I8C 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3 MAX BC PANEL LL DEFL = 0.007" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.008" @ 1'- 0.1" Allowed = 0.072" ') MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.9" 12 MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 7.50 17 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o g load duration factor=l.6, o Truss designed for wind loads I in the plane of the truss only. u7 7-- c 0 1 M-3x4 J. .6 J. b 1-00 2-00 5-11-11 PROVIDE FULL BEARING;Jts:2,4,31 ..sq) PRope JOB NAME : 5019-B POLYGON - SJ4 5� aG44 t ""C }y,, / Scale: 0.5031 N/Z5 lc WARNINGS: GENERAL NOTES,unless otherwise noted: 4' '�+`� 91,,, 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and is for an individual Truss• SJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper , 2.204 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. /' 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at " 4 DES. BY: MJ s the res nsibility of the erector.Additional ermenent bracing of 2'o•c.and at 10'c.c.respectively unless braced throughout their le th by , po P continuous sheathing such as plywood sheathing(TC)and/or drywalC). DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ LRE C]Q �>k �( 4.No load should be applied to any component until after all bradng and 4.Installation of truss is the responsibility of the respective contractor. �f S E Q. : 612 6 0 2 5 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncrrosive environment, 6 9 it t design loads be applied to any component. and are for"dry condition"of use. j 4 D �T- TRAN S I D: 413 213 5.CompuTrus has no control over and assumes no responsibility for the 8.necessary.ndarassumes full bearing at all supports shown.Shim or wedge If L s ry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ' ' R 10- 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 I/WTCA In SCSI,copies of wh will be upon ch urnished lines de with joint center lines. IIIIII VIII VIII I III VIII VIII VIII IIII IIIIMTe USA,IDC/CompuTru6'SoftW of 7.6.6(1 L)E request. 0.Forr9. ibasicGcon ectorts dicate size of plalate in inches. te design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 l 11111 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1,0TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-6=(-48) 101 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-178) 24 5-7=(-84) 167 5-3=( 0) 49 WEBS: 2x4 KDDF STAND 3-4=( -29) 34 3-7=(-175) 88 LOADING TC LATERAL SUPPORT <= 12"0C. 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 TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -50/ 350V -29/ 97H 5.50" 0.56 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -89/ 81V 0/ OH 1.50" 0.13 KDDF ( 625) 6'- 0.0" 0/ 95V 0/ OH 5.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 3-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" T T MAX LL DEFL = 0.006" @ 2'- 3.8" Allowed = 0.170" MAX TL CREEP DEFL = -0.011" @ 2'- 3.8" Allowed = 0.226" 12 MAX LL DEFL = 0.000" @ 5'- 4.0" Allowed = 0.078" 7.50 MAX TL CREEP DEFL = 0.000" @ 5'- 4.0" Allowed = 0.105" 4 -/ MAX HORIZ. LL DEFL = -0.006" @ 5'- 4.0" MAX HORIZ. TL DEFL = 0.008" @ 5'- 4.0" NOTE: Design assumes moisture content does M-9x6 ' not to exceed 19% at time of manufacture. -, 3 Design conforms to main windforce-resisting I system and components and cladding criteria. N O 41.411111 I Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, N (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads A110.1W1 in the plane of the truss only. 7 o MEMO i m M-1.5x3 I o� t ► 6 c, O M-3x4 M-3x5 M-3x4 1 1 1 1 2-03-12 3-00-03 0-08-01 1 1 1 1 1-00 2-05-08 6-00 3-06-08 PROVIDE FULL BEARING;Jts:2,4,7I PRO JOB NAME : 5019-B - CJ2 '', INS ss Scale: 0.5741 S� x11251 /01- WARNINGS: GENERAL NOTES,unless otherwise noted: rrr��y r'�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 ( = .P[:� r Truss: CJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper Ate, 2.2x4 compression web bracing must be installed where shown.. incorporation of component is the responsibility of the building designer. 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.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: MJ po ty continuous sheathingsuch as '- ' plywoodwhere sheathing(TC)own.drywell(BC). tS., DATE: 11/26/2019 thNeoadrsll hould eraIsthe toanycibi pty nethe ntiloll designer. 3.in tm�ctbodgingostlateral ponsibiiyofthewheretveo o OREGON /�� 4.No load should be applied to any component until after all bracing and 4.Installation of as is the to be I the respective contractor. `V SEQ. : 6126709 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, G- li Z�•\A` A. design loads be applied to any component. and are for"dry condition"of use. Q �' 14 bs TRANS I D: 413249 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 necessary. ty y ng,shipment and installation of components. 7,n DesignR I Lassumes adequate drainage is provided. r'i W fabrication,handli 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 10 II VIII 0111 VIII VIII VIII III IIII TPI WTCA in BCSI,copies of which will be furnished upon request. it coincide with Jointcenter che. 9.Digits indicate size of plate in Inches, MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIill°' This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-6=(-134) 187 6-5=( 0) 18 BC: 2x4 KDDF (#1&BTR SPACED 24.0" 0.0. 2-3=(-270) 59 5-7=(-228) 313 5-3=( 0) 50 WEBS: 2x4 KDDF STAND 3-4=( -65) 53 3-7=(-327) 238 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -45/ 393V -43/ 136H 5.50" 0.63 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 4.0" -4/ 140V 0/ OH 5.50" 0.22 KDDF ( 625) 5'- 11.7" -56/ 109V 0/ OH 1.50" 0.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5-11-11 MAX LL DEFL = 0.014" @ 2'- 3.8" Allowed = 0.254" T T MAX TL CREEP DEFL = -0.019" @ 2'- 3.8" Allowed = 0.339" 12 4 MAX HORIZ. LL DEFL = -0.014" @ 5'- 4.0" 7.50[7. (0 MAX HORIZ. TL DEFL = 0.015" @ 5'- 4.0" NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting r system and components and cladding criteria. „i, Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-9x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 n load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 1111111111011111111111111111 io 0 7 /- m M-3x9 o M-1.5x3 I I o 1 6 M-3x4 M-3x5 y l J, 1 2-03-12 3-00-03 0-08-01 .1 b b y 1-00 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING;Jts:2,7,4I rj. JOB NAME : 5019-B - CJ3 Scale: 0.5145 ,5- �G'PNO e/Q WARNINGS: GENERAL NOTES,unless otherwise noted: �C. ///Z5/0O17 pc- 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' .,�,r 0 r C- r" Truss: CJ 3 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 responslbtty of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• MJ 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 • otia� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON /,� 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. - W S E Q. : 6126710 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- �� 4N� A., design loads be applied to any component. and are for"dry condition"of use. 1 4 b.}- TRAN S I D: 413249 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 fabrication,handling,shipment and installation of components. necessary. .4/- .R fly f y 7.Design assumes adequate drainage is provided. C L"b 6.This design is furnished subject to the!irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IN 1111 VIII I I I 11111 IIII IIII III TPI/WTCA in SCSI,copies of which will be furnished upon request. Digitsgit coincide with joint tecenter hes. " 9.linsindicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 1E11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-7=1 -82) 187 7-6=( 0) 18 BC: 2x4 KDDF 81&BTR SPACED 24.0" O.C. 2-3=(-270) 59 6-8=(-141) 313 6-3=( 0) 50 WEBS: 2x4 KDDF STAND 3-4=(-174) 98 3-8=(-327) 147 LOADING 4-5=(-119) 0 TC LATERAL SUPPORT <= 12"0C. 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 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 23.7" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -35/ 355V -51/ 196H 5.50" 0.57 KDDF ( 625) 5'- 4.0" 0/ 140V 0/ OH 5.50" 0.22 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -208/ 416V 0/ OH 1.50" 0.53 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1COND. 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" 7-11-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.011" @ 2'- 3.8" Allowed = 0.254" T 5 MAX TL CREEP DEFL = -0.019" @ 2'- 3.8" Allowed = 0.339" MAX LL DEFL = -0.039" @ 7'- 11.7" Allowed = 0.197" MAX TL CREEP DEFL = -0.047" @ 7'- 11.7" Allowed = 0.263" 12 MAX HORIZ. LL DEFL = 0.011" @ 5'- 4.0" ••••idoi. 7.50 ' MAX HORIZ. TL DEFL = 0.015" @ 5'- 4.0" 4 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. 1� Design conforms to main windforce-resisting 1 system and components and cladding criteria. 0 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 (All Heights),load duration fEnclosed, Cat.2, Exp.B, MWFRS(Dir), actor=1.6, 3 Truss designed for wind loads in the plane of the truss only. C=� - NN - o f M-3x9 o M-1.5x3 ►-m I 7 no M-3x4 M-3x5 1. ), b l 2-03-12 3-00-03 0-08-01 1 .1 b l 1-00 b 2-05-08 5-06-03 , y 6-00 1-11-11 PROVIDE FULL BEARING;Jts:2,8,41 JOB NAME : 5019-B - CJ4 Scale: 0.4179 `�. �tG/)�7N�" (��(,p*6`/C7A� WARNINGS: GENERAL NOTES,unless otherwise noted: 4+tr r,!I G7/t ( "V•'y 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 ;9211 PE Truss• CJ4 and Warnings before construction commences. building component Applicability of design parameters and proper • 2.2x4 compression web braang must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at .rrfrr DES. BY: MJ 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 po b continuous sheathing such as plywood sheatNng(TC)and/or drywail(BC). 4 DATE: 11/26/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON I, A.`,, 4.No load should be appled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. I, ^V SEQ. : 6126711 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, t). 1. 2.°TRANS ID: 413249 design loads be applied to any component. and are for"dry condition"of use. 6c r f 1 4, • 5.CompuTrus has no control over and assumes no responsibility for the .Design assumes full bearing at all supports shown.Shim or wedge if [a. R t necessary. C�fy. At` �..,SJ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. t�+l - 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 IIII VIII III I VIII VIII VIII IIII IIII TPINVTCA in SCSI copies of which will be furnished upon request. git coincide with joint center lines. 9.Digitsso ncide size of tplate in Inness. MiTekUSA,InC./CompuTfuBSoftware7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11E1 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-7=( -76) 146 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-226) 62 6-8=(-130) 243 6-3=1 0) 49 WEBS: 2x4 EDGE STAND 3-4=(-201) 171 3-B=(-254) 136 LOADING 4-5=( -83) 46 TC LATERAL SUPPORT <= 12"0C. 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 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL - 25 PSF Ground Snow (Pg) 0'- 0.0" -26/ 374V -73/ 215H 5.50" 0.60 KDDF ( 625) 5'- 4.0" 0/ 119V 0/ OH 5.50" 0.19 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 10.9" -160/ 302V 0/ OH 1.50" 0.39 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" -55/ 103V 0/ OH 1.50" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9-11-11 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" f f MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5 -, MAX LL DEFL = -0.009" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.015" @ 2'- 3.8" Allowed = 0.339" a MAX HORIZ. LL DEFL = 0.009" @ 5'- 4.0" MAX HORIZ. TL DEFL = 0.012" @ 5'- 4.0" 7.50 12 NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. Design conforms to main windforce-resisting 4 , system and components and cladding criteria. i D -, Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, i (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), `^ load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-9x6 3 �p ,..o co CS At __, em-m M-3x4 o M-1.5x3 CA I 7 0 o M-3x9 M-3x5 1 1 1 ), 2-03-12 3-00-03 0-08-01 1 1 3, 1 1-00 , 2-05-08 716-03 1 6-00 3-11-11 'PROVIDE FULL BEARING;Jts:2,8,4,5! JOB NAME : 5019-B - CJ5 x,` ° *RUF Scale: 0.3702 J/ 7 I' �� WARNINGS: GENERAL NOTES,unless otherwise noted: �, t'].+� CtC '1,,,; 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an individual .92 0 O L" Truss: CJ5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. Incorporation of component Is the responsibikty of the building designer, 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the tap and bottom chorda to be laterally braced at DES. BY: MJ s the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by , !� continuous sheathing such as plywooding(TC)and/or drywall(BC). DATE: 11/26/2014 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 appled to any component until after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. ",' A_OREGON I ��,(/ fasteners are complete and at no time should any loads greater than 5.Design assumes trussesnon- corrosive are to be used in a nonorrosive environment, 4 "+7 TRANS I D: 413249 design loads be applied to any component. and are for"dry condition"of use, 6 '�}^ ( .t. 5.CompuTrus has no control over and assumes no responsibility for the .Design assumes full bearing /ng at all supports Shawn.Shim or wedge if 14, v., fabrication,handling,shipment and Installation of components. Design Ft IR}1- 7.Plates assumes adequate ne dthi fac a iso truss, t. 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center IIIIIII III VIII I I I VIII VIII VIII IIII IIIITPI/WiCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. 10. 12/31/2015 q MiTek USA,InC./Com UTfU9 Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-19W(MiTek) EXPIRES: I LI41/20 1 1 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2- 8=(-102) 149 8- 7=( 0) 18 SPACED 24.0" O.C. 2- 3=(-230) 61 7- 9=(-175) 247 7- 3=( 0) 49 BC: 2x4 KDDF ST - 3- 4=(-262) 170 3- 9=(-259) 183 WEBS: 2x4 KDDF STANDNDR LOADING 4- 5=(-177) 91 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-120) 0 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) OVERHANGS: 12.0" 24.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -26/ 389V -81/ 278H 5.50" 0.61 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 4.0" -8/ 120V 0/ OH 5.50" 0.19 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 10.9" -136/ 300V 0/ OH 1.50" 0.38 KDDF ( 625) 9'- 11.7" -210/ 405V 0/ OH 1.50" 0.52 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 11-11-11 T 6 MAX TL CREEP DEFL = -0.003" 0 -1'- 0.0" Allowed = 0.133" -/ MAX LL DEFL = 0.011" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.015" @ 2'- 3.8" Allowed = 0.339" MAX LL DEFL = -0.039" @ 11'- 11.7" Allowed = 0.200" MAX TL CREEP DEFL = -0.048" @ 11'- 11.7" Allowed = 0.267" 5 MAX HORIZ. LL DEFL = -0.011" @ 5'- 4.0" 12 41 MAX HORIZ. TL DEFL = 0.012" @ 5'- 4.0" 7.50 p NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. - Design conforms to main windforce-resisting system and components and cladding criteria. 4 a Wind: 140 mph, h=22.9ft, TCUL=4.2,BCDL=6.0, ASCE 7-10, ;I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-4x6 3 o �� 9 ' d gl��M-3x4 o M-1.5x3 o - 8 I I 1 C (=, M-3x9 M-3x5 1 ), ) 1 2-03-12 3-00-03 0-08-01 1 1 b i 1-00 2-05-08 9-06-03 Y' 1 1 6-00 5-11-11 (PROVIDE FULL BEARING;Jts:2,9,4,51 �,o PR Ore JOB NAME : 5019-B - CJ6 Scale: 0.3228 „`�CI �1yG)IN ��,p� /C>�r� WARNINGS: 444 ll(Gr✓/f fr "V1. .TNs GENERAL NOTES,unless upon t noted. Q' !9 .P E {" 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual Truss• CJ6 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.204 compression web bracing must be installed where shown+. Incorporation of component Is the responsibillly of the building designer. ! ,, 3.Additional temporary bracing to Insure stability dodo construction 2.Design assumes the top and bottom chords to be lateral braced at po 9 ty 9 2'o.c.and et 10'o.c.respectively unless braced throughout their length by DES. BY: MJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ),' DATE• 11/26/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ � R N � 1Z. 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. S E Q. : 6126713 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�a }„ �O +it design loads be applied to any component. and are for"dry condition"g use. V 1 4 TRANS I D: 413249 5.CompuTrus has no control over and assumes no responsibility for the 6.Desinecessary.assumes full bearing at all supports shown.Shim or wedge If �j t{ fabrication,handling,shipment and installation of components. ry �R f114. p P 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 VIII VIII VIII VIII VIII VIII IIII IIII BCSI, which will be furnished request. lines M Te USA,lcConpuT us Software 6.6L)-E Digits ccoade with joint center tines. 0obsionectorplte design values see ESR-1311,ESR-1988(MITek) EXPIRES;12/31/2015