Loading...
Plans (2) !x(035 sw t .c►2pso Arc, sr WI sr2oci3 -00290 3T-0' 11'-9' CSI9� • , , : .• . , J1r J1 J2 , ' CJ2 J3 ��, NI J5 I ` C,15 J CJ3 J6 — • CJ6 J7 7 7: , J7 li t J8 J8 J10 8("\-- F" 8 0 , 14.12 -- DJ10 4 J11 14:12 ! 4 J11 _ - J9 c` J9 __ _ _ � J8 trA \ J8 ._._. CI J7 J7 . o v \ o • J6 J6 R 7:1t , J5 J5 U 7' ig o J4 J4 J3 J3 6 14 12 J2 J2 \ J1 m_ •K (2 . A' Ilk J1 4:1 �'y. A2 r2) :. !�Et seceho RATE. 1. �� CONFORMS TO DESIGN EPT�•41 cv Al :t I I CONFORMS TO DESIGN CONCEPTIPTH �4IN ' MILL�. REVISIONS AS SHOWN GARAGE Q CONFORMS TO DESIGN CONCEPT GARAGE LL NON-CONFORMING-REVISE AND READMIT u CONFORMS TO DESIGN CONCEPT WITH r� REVISIONS NO?ED THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE L 14 2' Q1 q� NON-cCONFORMING—REV SE&RESUBMIT WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE f { V �7r4 I n s ae seep.REARMED FOE GENERA.air axva� RATH DBE. COWE, 0 Y MD ay. NOT Rack i.±L FABRICATORIVENDOR OF RESPONS_BILITY FOR CONFORMANCE WITH THE rgONFEVAA RESPONSIBILITY TFORWR WRECK... a4iNUES`Ri ar,HAVE DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY MOWN i,- .F.wNG. OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS, BV Alexia Fukui 9/22/14 MILBRANDT ARCHITECTS By: Todd R. Eaton Date: September 19, 2014 CT ENGINEERING INC ©Copyright CompuTrus Inc.2006 F UILU6ht: ISSUE DATE ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 07/25/14 PLACEMENTTRUSS CALCULATIONSAND b' ' PROJECT TITLE - REVISION-1: ENGINEERED STRUCTURAL I.PaciL\ PLAN 3A EER PLAN. DRAWN BY: REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS p w TO TRUSS CONNECTIONS.BUILDING 3A / GARAGE LEF CHECKED BY: DESIGNER/ENGINEER OF RECORD TO COMPANY REVIEW AND APPROVE OF ALL DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. Oli ._, 1/8"= 1' All designs are property of Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. 3T-0' 1 DR N cs' CR J J1 an 1p Iv o MT 11, 1 L I\II 0 . , , .l L ' 7:12 _.._ J7 J&,.. • j J8 — 14:12 1 '' ,I J'10 JfL v j9 •17 ,. OA 6 J8 J6—. 4 7 8 7. .• iJ7 J5" ?:12 44 ci 7:1 V J5 J$ _ A �� , g J4 J 1412 J3 Jt ��� AI , , . . J2 ,,..„..,. .,_. ,„._„.,_ .....„,_TIM J1 P J1 -. D ligi w is (2) '• IEDFF. NNWI <brla ® CONFORMS TO D• IGN CONC PT< <y;'. , �.T •--' CSI egr' R El CONFORMS TO DESIGN CONCEPT WITH REVISIONS SHOWN 31 / " / GARAGE ElNON-CONFt•MING-REVISE AND ' SUM 14'-2M ©X CONFORMS TO DESIGN CONCEPT THIS SHOP DRAWING:'S BEEN REVIEWED FV. .I NERAL CONFDORUAi tD 61 3/4m I ri CONFORMS TO DESIGN CONCEPT WITH WITH THE DESIGN CON PT ONLY AND : NOT RELIEVE THE REVISIONS NOTED FABRICATOR/VENDOR OF - +L ITE FOR CONFORMANCE WITH THE 0 NON-CONFORMING-REVISE&RESUBMIT DESIGN DRAWINGS AND SPECIFICATICJS ALL OF WHICH HAVE PRIORITY THIS SHOP DRAWING HAS BEEN REVIEWED FOR GEIER&CONFORMANCE WITH DESIGNCPY ANG C A RELIEVE THE THIS SHOP DRAWING. CONTRACTORSHALL VERIFY ALL DIMENSIONS. FASRICAPCOR RESPONSIBILITY CONFORMANCE WITHDESIGN DRAWINGS.SPEC'FICAT ONS AND APPLICABLE CODES.ALL OF WIACH HAVE By: Todd R. Eaton Date: September 19, 2014 PRIORRYOVERTHISSHOPORAWING. By Alexia Fukui Dare 9/22/14 CT ENGINEERING INC MILBRANDT ARCHITECTS BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 07/25/14 PLACEMENTFER TO TRUSS CALCULATIONSAND ENGINEERED STRUCTURAL �5 PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER �l INFORMATION.BUILDING PLAN 3A DE RESPONSIBLE FOR RECORD RESPONSIBLE FOR TIO .NON-TRUSS PLAN: DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING �S DESIGNER/ENGINEER OF RECORD TO 3A / GARAGE RIG rLHECKED BY: REVIEW AND APPROVE OF ALL , C O M F A N Y DELIVERY LOCATION: SCALE REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. +, 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. ,, mil MiTel<7 MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL 14-1 18_U P Fax 916/676-1909 3A The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R41832568 thru R41832579 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. '<<-' P R Q dd' �C.,5 �tlCaktV�F /Q 87 2PE fir' { -7 '0j, OREGON 2Q 4c/� 0" A. HE°''' EXPIRES:06/30/2015 April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. es MiTek MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL 14-1 18_U P Fax 916/676-1909 3A The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R41832568 thru R41832579 My license renewal date for the state of Washington is January 2,2015. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. �.cio WAsittev ti lte 49639,0 J!._. April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply 3A R41832568 PL14-118_UP F01 Floor 17 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:41 2014 Page 1 ID:SygD?CTgSFZSISNcSIttlDzR3Xv-GgIZQgaDiPr1 Bu5g6D6ZM2KUbwgZCHJ3PsbwCOzOQSK 1 2-6-0 I f0-10-2 11 1-2-0 110-11-2 1 Scale=1:32.8 1.5x3 11 3x6 = 1.5x3 11 3x4= 1.5x3 I 13x4 = 3x4= 1.5x3 11 3x6= 1.5x3 11 1 2 3 4 5 6 7 8 9 10 e a a e e a N ,_ I /- N p � e O - B 17 16 15 14 13 12 3x4 = 3x8= 3x6= 1.5x3 11 1.5x3 11 3x8= 3x4 = 12-6-2 1 11-4-2 1Q-11-21 1 18-9-12 11-4-2 11-7-0 0-7-0 6-3-10 Plate Offsets(X,Y): f6:0-1-8,Edael,f7:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.29 15 >767 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.79 Vert(TL) -0.46 15-16 >483 360 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 85 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=822/Mechanical,11=822/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 10wrO TOP CHORD 2-3=2976/0,3-4=2976/0,4-5=3689/0,5-6=3689/0,6-7=3386/0,7-8=2944/0,8-9=2944/0 _ BOT CHORD 16-17=0/1772,15-16=0/3588,14-15=0/3386,13-14=0/3386,12-13=0/3386,11-12=0/1775 �0$Dov WASh WEBS 2-17=1913/0,2-16=0/1299,4-16=660/0,4-15=57/292,5-15=281/0,6-15=62/602,9-11=1916/0,9-12=0/1262, Q 7-12=756/0 F ;, 'hO. d NOTES 02 % VI 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. r 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. "'d 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks toO ` ��� ? , be attached to walls at their outer ends or restrained by other means. OISTER . ci LOAD CASE(S) Standard �'?ONAL V A.p, D PRQF�ss wc\� ..1- '--'51'--9 SOA `r' 870 2PE 7 4),,, ©REGO zit 'C' 7gER1� CI ©` '4. He EXPIRES:06/30/2015 April 22,2014 i i Al WARNING-Verify design parameters and READ NOTES ON THEM)fAk"'i DED MITEK REF€REM PAGE 14177-?4773 rev.2/29/2814 HEW USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown lial is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibilliity of the (' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding iTek` fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Sairnhem:Pine(SP)holster is specified,tine design values alt those effective 06/02120131n&LSE Job Truss Truss Type Qty Ply 3A R41832569 PL14-118_UP F02 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:43 2014 Page 1 ,�7 ID.SygD?CTgSFZSjSNcS1ttIDzR3Xv-C3QKgLcTE051QCF2Ee81 RTPs6jRAgHTMt940GvzOQSI I 2-6-0 I 1 1-4-4 II 1-2-0 11 2-0-0 11--' I 2-5-8 II 1-2-0 II 2-68 1 1 1-4-4 1 Scale=1:41.3 1.5x3 I I • 1.5x3 I I 1.5x3 II 3x6= 1.5x3 II 3x6 FP= 1.5x3 II 1 2 3 4 5 6 7 8 : _ _ 1 ; 14ee s- la.1 " " e 25 24 23 22 21 20 19 18 17 16 15 3x6 FP= 1.5x3 II 3x5=3x6= 1.5x3 II 3x8= 3x6= 1.5x3 II 7-10-12 14-9-8 6-8-12 7r3-121 I 10-11-0 I 13-7-8 10-2-81 1 19-7-0 I 23-8-4 6-8-12 0-7-0 3-0-4 2-8-8 0 -0 4-9-8 4-1-4 0-7-0 0-7-0 Plate Offsets(X,Y): f4:0-1-8,Edoel,15:0-1-8,Edael,18:0-1-8,Edgel,117:0-1-8,Edoe1 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.29 Vert(LL) -0.06 22-24 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.39 Vert(TL) -0.10 24-25 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.01 16 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:109 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS All bearings 0-5-8 except(jt=length)15=Mechanical,25=0-4-4. (Ib)- Max Uplift All uplift 100 lb or less at joint(s)15 Max Gray All reactions 250 lb or less at joint(s)15 except 25=449(LC 14),19=877(LC 3),16=745(LC 14) 'TONIO FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. (� Q 1s1/A'J Yy'� TOP CHORD 2-3=-1159/0,3-4=-1159/0,4-5=-892/0,7-8=0/400,8-9=423/83,9-10=-423/83, G '., >; `,^ 10-11=0/603,11-12=0/603,12-13=0/597 't r '�{,' tl BOT CHORD 24-25=0/863,23-24=0/892,22-23=0/892,21-22=0/892,20-21=0/892,19-20=-400/0, . z t ,. + 't. 1 18-19=83/423,17-18=83/423,16-17=-93/268,15-16=-304/44 WEBS 7-19=590/0,2-25=932/0,2-24=0/319,4-24=0/403,5-20=964/0,8-19=694/0, 10-16=802/0,13-15=-47/329,13-16=-475/0,7-20=0/586 1 .1 49639 , NOTES 24' ,eiR Qr 1)Unbalanced floor live loads have been considered for this design. , "L 2)All plates are 3x4 MT20 unless otherwise indicated. S10NALV' 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)15. 5)This truss is designed in accordance with the 2012 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to t 9 PROP, be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. ��\���4,G1NEkcR t9 by LOAD CASE(S) Standard870 2PE , f - 4),y,OREGON est,04 O BER \� EXPIRES:08/30/2015 April 22,2014 t d ®WARNI16-Veriff design parameters and READ N3IES 0!I:HIS AND Dia USED MITEK REFEREid'1 FA:E MII-1413 rex 4294014 3E 34EUSE -- Design valid for use only with MiTek connectoThis design is based only upon parameters shown.and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the w/�;�a * erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding �YIi Ire fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Cams Heights,CA,95610 If S tuthesn Pine f S#r)hinter is specified,the design values art those effective 06/01/201-9 by ALSC Job Truss Truss Type Qty Ply 3A R41832570 PL14-118_UP F03 Floor 5 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:40:44 2014 Page 1 ID:SygD?CTgSFZSj S Ncs 1 ttl DzR3Xv-gF_i2hd5?KDc2 LgFoLfG_hy2f7sbPluVSpgapLzOQSH I 2-5-4 I I 1-2-0 1 I 2-0-8 I 2-6-0 11 1-4-4 I Scale=1:22.2 1.5x3 II 354= 1.5x3 II 3x4= 3x4 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 e e a e 4 0 di I I N 1.1111.1.11111.111 — _ 40/. o i110111111111111111111111 U e e 1. 1 11 10 8 3x4= 1.5x3 II 3x4= 3x8 = 3x4_ 3-11-12 I 2-8-4 3-3-4 3-10-4 I I 8-7-12 gg..AAgg 12-9-0 2-8-4 0-7-0 0-7-0 0-4-8 4-8-0 0-1-$ 3-11-12 Plate Offsets(X,Y): 12:0-1-8,Edgel,(10:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.05 9-10 >999 360 BCLL 0.0 Rep Stress lncr YES WB 0.22 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:58 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:8-9. REACTIONS (lb/size) 12=317/0-2-8 (min.0-1-8),8=55/Mechanical,9=738/0-5-8 (min.0-1-8) Max Uplift8=66(LC 3) Max Gray 12=321(LC 3),8=143(LC 7),9=753(LC 8) ;, 1$011/2110 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. v WASIti ''. TOP CHORD 2-3=-565/0,3-4=-565/0,4-5=0/538,5-6=0/533 `W BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 WEBS 2-12=-610/0,4-9=-841/0,6 8-123/255,6-9=-444/0 (� — N NOTES I �. 1)Unbalanced floor live loads have been considered for this design. c° :: 2)Refer to girder(s)for truss to truss connections. 49639q 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8. % -e'ISTER 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIITPI 1. ��'7��ALeT1� 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard � E� R�FSs ��Co ENGINE R ./0 4,..,C.: 87022PE 9t' cNi �y �'4, OREGsN c1 ILI/ 'AO ��BER 4 � ©4 A. H ERP EXPIRES:06/30/2015 April 22,2014 o a iNAHNHZ-Vadfy design parainers and READ WITS ON THIS AND INCLUDED MITEK REFERMCD PAGENII-1473rec1/29/2014 RE!AL USE Design valid for use only with Mifek connectors.This design is based only upon parameters shown.and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Mil is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTele fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 If Seutfsarn pine(SPIhamber is specified,the design values we Moho effeedve 06/03f2ot,3 by ALSZ Job Truss Truss Type Qty Ply 3A R41832571 PL14-118_UP F04 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:40:44 2014 Page 1 ID:SygD?CTgSFZSjSNcS1ttlDzR3XV 9F_i2hd5?KDc2LgFoLfG_hy2f7r?PIoV5pgapLzOQSH I 1-9-0 I 1-6-12 I I 1-2-12 I I 1-6-0 I I 1-2-0 1 1 2-7-4 I Scale=1:21.8 1.5x3 I I 3x4= 1.5x3 I I 3x6= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 3x4 = 8 e e o- 0 o e o _ I x._ 7_ o N N 11111111111111% '7 e - 15 14 • 12 11 10 9 3x4= 3x5= 3x4 I I 3x5= 1.5x3 I I 1.5x3 II 3x4= I 5-2-8 I 12-6-12 I 5-2-8 7-4-4 Plate Offsets(X,Y): 16:0-1-8,Edael.17:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.02 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.16 Vert(TL) -0.03 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:60 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 13=608/0-5-8 (min.0-1-8),15=202/Mechanical,9=284/Mechanical Max Gray 13=621(LC 7),15=236(LC 8),9=291(LC 4) -corrro h FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-290/6,3-4=-290/6,6-7=-476/0 O) OV WAST BOT CHORD 14-15=0/287,13-14=-286/18,12-13=-292/15,11-12=0/476,10-11=0/476,9-10=0/476 G 4, ,- 0 WEBS 4-13=606/0,2-15=331/0,4-14=0/426,6-12=302/0,4-12=0/447,7-9=510/0 {' 0 0 > � NOTES � ,i N 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. r 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. • 49639 ,� 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to IA 4, -Gxs R be attached to walls at their outer ends or restrained by other means. '6'�, CS'S 5)CAUTION,Do not erect truss backwards. '10NALV LOAD CASE(S) Standard ;,;(— PRQfiFts �� �NG'N��9 0,,-. ,c. 87022PE r- / ' cv Ar y -0), OREGON r),�''„it/9O k' BER .1 41 OS A. HE- , EXPIRES:06/30/2015 April 22,2014 *ARAM-Veal),design paramehirs and READ RUES ON IVIS AM)EMil#OED WIER REFEREM2 PAGE 1471-1473 tar.1/29/2211 DEEM:USE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. lA Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction a the responsibillity of the A�' �^ erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding (Yi e fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 ItS sst 1,1,1 Pine OSP(tsensiner'ts',pacified,the deriigse',Alias are thine effective 0 /011201.3 by X15{ Job Truss Truss Type Qty Ply 3A R41832572 PL14-118_UP F05 FLOOR 4 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:45 2014 Page 1 ID:SygD?CTqSFZSjSNcS1 ttIDzR3Xv-8SY4F 1 ejmdLTNVPRL2AVXuV9QX6vSAMfKTZ7LozOQSG 1 2-3-12 1 1 1-2-0 I I 1-0-0 1 2-6-0 Scale=1:21.9 1.5x3 II 3x4= 1.5x3 11 3x4= 1.5x3 11 3x4= 1.5x3 11 1 2 3 4 5 6 7 0 a ® o a o 0 cv o N a 0 12 11 10 9 8 3x4= 1.5x3 II 3x4= 3x6= 3x4= I 12-7-4 12-7-4 Plate Offsets(X,Y): f2:0-1-8,Edael,f10:0-1-8,Edge1 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.14 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.50 Vert(TL) -0.21 9-10 >707 360 BCLL 0.0 Rep Stress Ina- YES WB 0.34 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:56 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 12=549/Mechanical,8=549/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 10NIO TOP CHORD 2-3=-1204/0,3-4=-1204/0,4-5=1646/0,5-6=-1646/0 w YY'< BOT CHORD 11-12=0/1204,10-11=0/1204,9-10=0/1560,8-9=0/1109 WEBS 3-10=0/263,2-12=1310/0,6-8=1198/0,6-9=0/579,4-10=-545/0 NOTES 1)Unbalanced floor live loads have been considered for this design. i 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ::- .1;k::9;0'°:11.1‘9ST6TA3°:19.:5.-1"4": 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 4be attached to walls at their outer ends or restrained by other means. , .6)LOAD CASE(S) Standard ,ik E(} PR OP470 W,\� NGIN£4"9 cS;,p), 87022PE r" ycn .`,v �-.0 OREGSN if' LU EXPIRES:06/30/2015 April 22,2014 t WARNING-Verify design parameters and READ DOES ON THIS AND INCLUDED NITER REFERENCE PAGE M17-7473;-s) i/29/2214 95FZRE USE NI, Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibilityof the buildingdesigner.Forgeneral guidance regardingMiTek'9 g dmpo )[ r� fabrication,quality control,storage,delivery,erection and bracing,consult Alexandria, Qualityria,VA 22314.Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern Pine WI.Wombat is specified,the design values ate rimose effects*06/01120U by ALSC Job Truss Truss Type Qty Ply 3A R41832573 PL14-118_UP F06 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:40:45 2014 Page 1 ID:SygD?CTgSFZSjSNcS 1 ttlDzR3Xv-8SY4F 1 ejmdLTfVPRL2AVXuVFfXC48EofKTZ7LozOQSG I 1-6-0 1-4-0 1 1 1-2-0 1 I 1-1-8 I Scale=1:13.6 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 2 3x4= 3 4 5 3x4 = 6 O e e '‘ Ni. e e 3x4= 7 10 9 8 3x4=- 3x4 3x4= 3x4= 1 3-1-0 1 3-8-0 1 4-3-0 1 7-1-8 1 3-1-0 0-7-0 0-7-0 2-10-8 Plate Offsets(X.Y): 18:0-1-8,Edae1.19:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.09 Vert(LL) -0.01 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.11 Vert(TL) -0.02 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:33 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=308/0-2-8 (min.0-1-8),7=308/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 0^TONIO TOP CHORD 2-3=-510/0,3-4=-510/0,4-5=-510/0 BOT CHORD 9-10=0/369,8-9=0/510,7-8=0/369 (DD OV wAs WEBS 2-10=443/0,5-7=-443/0 G 'moi!. O.?,d NOTES .to3. f erol.. .. O. 1)Unbalanced floor live loads have been considered for this design. j/ 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 47 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4,(9639 Ak` 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to O.k "'&GIS ' Lt'' be attached to walls at their outer ends or restrained by other means. 'ANAL G LOAD CASE(S) Standard R1/4V PROpe, ccr,N �co �G1NE�R cSo2p 87022P' f c 9�'0TFOR GON q OWN C' M8E"R 11 ` A. NERD EXPI RES:06/30/2015 April 22,2014 I e t3ARNI&G-Yer."ff design parameters and READ NOTES ON IBIS AND INCLUDED MIIEK REFER€t4Z PAGE P411-1473 r e.1/28/2014 BEFOREUS£ Design valid for use only with Mifek connectors.This design is based only upon parameters shown.and is for an individual building component. MI Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Wok' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IYi i R fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Inlonnallon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 N Southern lap}larmber is otsa=aked,the design values eua these efsctlYra DG/G1/2113 by At- Job Truss Truss Type Qty Ply 3A R41832574 PL14-118 UP F07 Floor 6 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:46 2014 Page 1 ID:SygD?CTgSFZSjSNcSIttlDzR3Xv-de6STNeLXxTKHf dvmik361PxxY4tgFoZ7PubEzOQSF I 216-0 1 0-7-8 1 1 1-2-0 I I 1-3-4 I 1-6-0 1 1 2-5-8 I I 1-2-0 1 1 1-11-0 I Scale=1:23.7 1.5x3 II 1.5x3 H 1.5x3 I 1.5x3 I 1 1 2 3 4 5 6 7 8 9 e e o o 7\ V e •e • 9 \ V ' 1- — N 00011°11.a- _ N e eV e e e s e e „ O 16 15 14 D12 11 (g�( 3x8= 1.5x3 II 1.5x3 I I 1 3-4-8 13-114 146-8 1 7-6-12 I 10-3-4 110.10-4 111-5-4 1 13-7-4 I 3-4-8 0-7-0 0-7-0 3-0-4 2-8-8 0-7-0 0-7-0 2-2-0 Plate Offsets(X,Y): 17:0-1-8,Edge1,18:0-1-8,Edeel,114:0-1-8,Edeel,115:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.19 Vert(LL) -0.02 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.03 15-16 >999 360 BCLL 0.0 Rep Stress lncr YES WB 0.17 Horz(TL) 0.01 10 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:63 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:13-14. REACTIONS (lb/size) 16=298/Mechanical,13=668/0-3-8 (min.0-1-8),10=219/0-2-4 (min.0-1-8) Max Gray 16=318(LC 10),13=670(LC 9),10=235(LC 4) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. StNF� TOP CHORD 2-3=-539/0,3-4=539/0,4-5=-539/0,5-6=0/262,6-7=0/268,7-8=-312/0 Q �lQv W,S BOT CHORD 15-16=0/547,14-15=0/539,13-14=-15/347,12-13=0/312,11-12=0/312,10-11=0/312 WEBS 2-16=590/0,5-13=508/0,5-14=0/328,7-13=-504/0,8-10=-350/0 "',- i -I'°t ,Z NOTES } 't ie 1)Unbalanced floor live loads have been considered for this design. t' 2)All plates are 3x4 MT20 unless otherwise indicated. 4 t 3)Refer to girder(s)for truss to truss connections 1)1 9639 q;, 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. \ '``�C�'-+x$jE� �{ 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to Ss,ZONAL 4 be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard ,W) PR OF.E• NE� /c`, � 61(9 04; 870 2PE I cia y �Aj„ OREGO 4.5)O� Lo i 0, HE' �P EXPIRES:06/30/2015 April 22,2014 F AWARE-Verify design parameters and READ NNTES Cit/THIS AND Iti 1JDED MUSK REFERS//CT PAGE 101.7413 Rx I/a9/23-y 9SF3RE055 �� Design valid for use only with Milek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding R. fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 3fSountern Pine 49141,hrentier is spec ed,the design Vaieaes are thine.effective 06,4112.12013 by ASC Job Truss Truss Type Qty Ply 3A R41832575 PL14-118_UP F08 Floor 2 1 Job Reference(ootionall Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:47 2014 Page 1 ID:SygD?CTgSFZSjSNcS 1 ttIDzR3Xv-5ggggjfzlFbBvpYqTTDzcJaWsKjIc?byon2EPgzOQSE 1 2-6-0 1 1-0-10 II 1-2-0 11 0.11-2 1 Scale=1:33.2 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 e e o i o NI \ ii. N 1 o o e 1� 16 15 14 13 12 3x4 = 3x8= 3x6= 1.5x3 I I 1.5x3 I I 3x8= 3x4= 12-8-10 11810 10-7-010-7-01 19-0-4 11010 Plate Offsets(X,Y): f6:0-1-8,Edge1,F7:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.31 15 >738 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.48 15-16 >469 360 , BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 86 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=831/0-2-8 (min.0-1-8),11=831/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. OTONIp TOP CHORD 2-3=3020/0,3-4=3020/0,45=3781/0,5-6=3781/0,6-7=3451/0,7-8=2988/0,8-9=2988/0 n BOT CHORD 1B-17=0/1795,15-16=0/3655,14-15=0/3451,13-14=0/3451,12-13=0/3451,11-12=0/1798 ©� ��V 1� WEBS 2-17=-1937/0,2-16=0/1323,4-16=-685/0,4-15=-28/296,5-15=-266/0,6-15=-69/599,9-11=1940/0,9-12=0/1285, i1 C{, j r"- l{�� 7-12=786/0 ,k 1 Q. Ki NOTES I 1)Unbalanced floor live loads have been considered for this design. ,n 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)17. Al 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 49� 4 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to Q 1 . be attached to walls at their outer ends or restrained by other means. �' � CS,,C"l LOAD CASE(S) Standard !fes <cy' PROS-ss 870 2PE y **$,-OREGO c2=3 41t✓ .."POk.'44&ER .,` OS A. ilex; EXPIRES:06/30/2015 April 22,2014 9 WARNJIMt-Veifydesign pamtnelnrsand READ?DYES ONTHIS AND INCLUDED MITERREFERENEEPAGEP111-1473 tear 1/29/2814 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and n for an individual building component. �^ Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the !Vaal(' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information t available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Sauttnens Pine OSP}lumbers is specified,the design Pekoes are thane effete ex 06/G1[20-713 by A:LI Job Truss Truss Type Qty Ply 3A R41832576 PL14-118_UP F09 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:47 2014 Page 1 ID:SygD?CTgSFZSjSNcS1ttIDzR3Xv-5ggggjfzlFbBvpYgTTDzcJaWrKjkc?ayon2EPgzOQSE I 2-6.0 I 1 1-0-14 1 1 1-2-0 110-11-2 I Scale=1:33.2 1.5x3 I I 3x6= 1.5x3 II 3x4= 1.5x3 H 3x4= 3x4= 1.5x3 II 3x6= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 o 0+ o o O his ki 1 16 15 14 13 12 3x4 = 3x8= 3x6 = 1.5x3 II 1.5x3 I I 3x8= 3x4= 12-8-14 I 11-6-14 12-1-14� 1 19-0-8 I 11-6-14 0-7-0 0-7-0 6-3-10 Plate Offsets(X,Y): 16:0-1-8,Edge1.17:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.31 15 >735 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.48 15-16 >468 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:86 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=832/0-2-12 (min.0-1-8),11=832/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. -tON10 TOP CHORD 2-3=-3025/0,3-4=-3025/0,4-5=-3791/0,5-6=-3791/0,6-7=-3457/0,7-8=-2992/0,8-9=2992/0 F't'1 BOT CHORD 16-17=0/1797,15-16=0/3661,14-15=0/3457,13-14=0/3457,12-13=0/3457,11-12=0/1800 0$ OF gt7AS n WEBS 2-17=1940/0,2-16=0/1326,4-16=687/0,4-15=25/297,5-15=265/0,6-15=69/600,9-11=1943/0,9-12=0/1287, "'V 7-12=789/0 `=j �',s NOTES " ` 1 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)17. y �V 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. k, 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 0 �x 439 be attached to walls at their outer ends or restrained by other means. ISO G LOAD CASE(S) Standard ' A t.' (} PRap.t,, 87022PE r 7 -.0),REG•N 20 4,N +v' ',I$ER1 C� 4S d4 HER P EX PI RES:06/30/2015 April 22,2014 s B ®WARNING-Vedfydesign paraInelrs and KE40 NO IFS ON MIS AND INauDED H;TEL ROERENCI PAGE 1111-7473 3:mu 0/2912011 1:'?RE USE �� Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the �� �®t(_+ erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1911 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 M Soutlsams Pine lSP)(umber is specifitect,Meaftsign values use these effective QG/443/2013 law AiS[ Job Truss Truss Type Qty Ply 3A R41832577 PL14-118 UP F10 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:48 2014 Page 1 ID:SygD?CTgSFZSjSNcS1ttIDzR3Xv-Z1 DDu3gc3Yj2Xz701BkC8X6k2kCgLV350Rony6zOQSD I 1-8-4 I I 1-2-12 I 2-6-0 1 1 1-2-0 1 1 1-3-0 1 1-6-0 I Scale=1:22.1 1.5x3 II 356 = 3x5= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 4 5 6 7 8 • s o • o �I N _ o o e e 14 • 12 11 10 3x4= 3x6= 3x6 = 1.5x3 II 3x4= 3x4= I 1-11-4 I 8-6.8 1 9-1-8 1 9-8-8 1 12-8-8 1-11-4 6-7-4 0-7-0 0-7-0 3-0-0 Plate Offsets(KY): 15:0-1-8,Edoe1.110:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) -0.05 11-12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.24 Vert(TL) -0.07 11-12 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:59 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.t&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 14=-381/Mechanical,13=1097/0-5-8 (min.0-1-8),9=390/0-2-8 (min.0-1-8) Max Upliift14=438(LC 4) Max Gray 13=1097(LC 1),9=390(LC 4) 4'cONIo r�� FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. o p'�WASJ,t,, "„ TOP CHORD 2-3=0/802,3-4=-661/0,4-5=-661/0,5-6=-799/0,6-7=-799/0 V IS' vt\1 BOT CHORD 13-14=-802/0,11-12=0/799,10-11=0/799,9-10=0/497 , +4- 4,, e O. WEBS 2-13=-588/0,2-14=0/918,3-12=0/891,3-13=-810/0,7-9=-598/0,7-10=0/393 . tri t + NOTES '41161)Unbalanced floor live loads have been considered for this design. 7l; 2)Refer to girder(s)for truss to truss connections. 49(39 42/ 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. (? cts ' 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)14=438. �sr 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUTPI 1. NtINAL 4 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. �F S LOAD CASE(S) Standard ccyw�\4\.AGINFR O.F 870 2PE t— o -U> ry ' 1V y '0j OREG N c99 Q. Zii 9O ''M8ER 11 OS A, HSP EXPIRES:06/30/2015 April 22,2014 34ARNIIC-Verify design parameters and READ NOTES ON THIS AND Isa.UDED MITER REFERENCE PAGE MII-1473 is I/2912014 BIFOREUSE Design valid for use only with Mitek connectors.This design is based only upon parameters shown.and is for an individual building component. Mill Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the [ £�C- erector.Additional permanent bracing of the overall structure is.the responsibility of the building designer.For general guidance regarding R fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Qualify Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 tf Southern Pine i(SP1 lumbar is specified,ttse design values are these effective 06/02/291.8 by ALSO Job Truss Truss Type Qty Ply 3A R41832578 PL14-118_UP F11 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 Mi Tek Industries,Inc.Mon Apr 21 15:40:49 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-1 Dnb5PhEgsrv87iCauFRhkfvc8Zm408EF5XLUZzOQSC 2-5-4 I I 1-2-0 I I 2-0-8 1 2-6-0 1 1 1-5-0 1 Scale=1:22.3 1.5x3 11 3x4= 1.5x3 11 3x4= 3x4 11 3x4= 1.5x3 11 1 2 3 4 5 6 7 a ® e o I o N N 'V — o e e L. e 1111.1.1. 1 it 11 10 M 3x4= 1.5x3 11 3x4 = 3x8= 3x4= 3-11-12 1 2-8-4 3-3� 1 3-10-4 I II 8-7-12 8a$�-¢� 12-9-12 1 2-8-4 0-7-0 3-0-170--040-111 4-8-0 0-'I$ 4-0-8 Plate Offsets(X,Y): 12:0-1-8,Edgel,r10:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.05 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:58 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:8-9. REACTIONS (lb/size) 12=317/0-2-8 (min.0-1-8),8=60/0-2-12 (min.0-1-8),9=739/0-5-8 (min.0-1-8) Max Uplift8=64(LC 3) Max Gray 12=321(LC 3),8=146(LC 7),9=754(LC 8) A"0NI0 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. OOV WASxr„ Y TOP CHORD 2-3=-565/0,3-4=-565/0,4-5=0/538,5-6=0/533 C'' -- 0 BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 WEBS 2-12=-610/0,4-9=841/0,6-9=-452/0 t+ - �. Z4 NOTES "'. 1)Unbalanced floor live loads have been considered for this design. "(V 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. 'd 49639 4i 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8. 0 76' ' 7k, 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to -'�7-NL be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard ii,_O PR ,F:sr. ��� 0AG I NE -19 f0 4 870 2 P r 5 fiA 1.GREG N o 41 PV ��CIEN BER �1 Pr"© A. HE EXPIRES:06/30/2015 April 22,2014 i, ®WARNIi4 -VeriffdesignparametersandREONOTESONMISANDINCLUDEDMIIENREFEREM2PAO'EMII7473ink//28/28I6BE*7REUSE Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown il is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillify of the !Ariel(' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Ij i I( fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/f911 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Informationavailablefrom Truss Plate Institute.781 N.Lee Street,Suite 3122.Alexandria,VA 22314. Citrus Heights,CA,95610 if SPiy[is£fiy Pine ISPI lssxrrtes'is specified,clue:design retypes are those effective 06/01/22OL3 by ALM. Job Truss Truss Type Qty Ply 3A R41832579 PL14-118_UP F12 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:49 2014 Page 1 ID:SygD?CTgSFZSjSNcS 1 ttIDzR3Xv-1 Dnb5PhEgsrv87iCauFRhkfur8Vg4?6EF5XLUZzOQSC 1 2-6'0 1 1 1-4-4 1 1 1-2-0 1 1 1-3-4 1 1-60 1 Scale=1:18.9 1.5x3 II 3x4= 1.5x3 11 3x4= 1.5x3 11 3x4= 1.5x3 11 1 2 3 4 5 6 7 e e e 0 N'''...''''..''''''..'..'.: N —.... .,, • e e o>:i e 1 X 11 10 9 3x4= 3x6= 1.5x3 11 3x4= 3x4= 1 6-8-12 1 7-3-12 1 7-10-12 1 10-11-0 1 6-8-12 0-7-0 0-7-0 3-0-4 Plate Offsets(X,Y(: 14:0-1-8,Edoel,19:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.06 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.38 Vert(TL) -0.10 11-12 >999 360 BC LL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:50 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 12=475/0-4-4 (min.0-1-8),8=475/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 1{�j�IO TOP CHORD 2-3=1280/0,3-4=1280/0,4-5=1064/0,5-6=-1064/0 p1` BOT CHORD 11-12=0/925,10-11=0/1064,9-10=0/1064,8-9=0/624 o OV WAS WEBS 2-12=998/0,2-11=0/383,4-11=22/331,6-8=749/0,6-9=0/566 (t Fti' Ar.. G, .4 0 rit NOTES c W-.. t,� 1)Unbalanced floor live loads have been considered for this design. i 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to "0-,d 49639 be attached to walls at their outer ends or restrained by other means. fl '�.' IS iR' LOAD CASE(S) Standard `'ZONAL CS\ ' <c-1PRQpFss 8 • 2PE y(.12,C"- OREGO r)Q'44/ 'o F,,8ER .�' U`S, A. HRP EXPIRES:06/30/2015 April 22,2014 t ®WARNING-Verify design paraateln and READ NO7E5ON MIS AND 7Mi1SED MITER REFERENCE PAGEANT-1473 me 1/25/2014 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. MI Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the it�? k= erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern Pine ISP)lumber u upeckfled,the dtsfgsx vatues er*these effective O9/O1j2O13 by MSC Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 3 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property /4 Center plate on joint unless x,y ID y (Drawings not to scale) offsets are indicated. Damage or Personal Injury ��� Dimensions are in ft-in-sixteenths. Iliph,, Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 0-1/16" 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I O IMIIIMilininili.2gMilliMillill°119 p bracing should be considered. igolior O i 3. Never exceed the design loading shown and never U stack materials on inadequately braced trusses. Provide copies of his truss ign to the For 4 x 2 orientation,locate ~ ng '� 5-6 4. designer,erection tsupervisorr,,sproperty ownerand plates 0 'ad' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that ij� Indicated by symbol shown and/or SYP represents values as published specified. ♦ by AWC in the 2005/2012 NDS I by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING w— 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports)occur. Icons vary but reaction section indicates joint 16.Do not cut or alter truss member or plate without prior ©2012 MiTek®Ali Rights Reserved approval of an engineer. MI ® number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. NM ,R, 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(frontback,words Plate Connected Wood Truss Construction. and pictures)before use.Revievving pictures alone DSB-89: Design Standard for Bracing. MilI isnot sufficient. BCSI: Building Component Safety Information, MiTe1( 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall (BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate In inches. 10. For basic connector plate design values see ESR-1311, ESR-1988(MiTek). i fif <CI / \ ;is , jr, , , .. 1,Il ..* ' r N .,. - ' ��� � ?' 1`iii, EXPIRES .13 'l IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 2.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' IC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF k1&BTR SPACED 24.0" 0.0. NOTE:Design assumes moisture content does not exceed las 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 Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=22.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,CI8,CNI8 (or no prefix) CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loons 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 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 7-01 7.01 complete specifications. T T T I'M-4x4 111\1 12 14.00 Aliill M-3x4 II IL�� M-3x4 �� C. 0 1, 1, 1, 0-10 14-02 O PR Opp- JOB NAME : POLYGON PLAN 3A NH - Al sale: 0.3098C . Jllr `$'O WARNINGS: GENERAL NOTES,unless otherwise noted: (� f] ,i Pi� �" 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 / C" Truss: Al 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 tow DES. BY• LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length byy • P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 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. f OREGON `4, : 5.Design assumes trusses are to be used in a non-corrosive environment, \.. should anyloadsgreater than 8 complete and at no time sho I SEQ. 6049749 fasteners are co pl / .‘i i' 14 0 design loads be applied to any component. and are for"dry condition"g use. �. ty4.: TRANS I D: 407427 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 {3 T fabrication,handling,shipment and installation of components. necessary. --PARA* V. P P 7.Design assumes adequate ne drainagehcis truss, 8.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 II I I II III 1111 III I I I III III TPI/WrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. EXPIRES:C• MiTek USA,Ino./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015. IIIDVI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( -26) 80 1-7=(-100) 365 1.2=(-634) 160 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-521) 200 7.6=( -60) 308 3-7=(-193) 231 WEBS: 2x4 KDDF STAND; 3.4=(-433) 255 7-4=(-255) 413 2x6 KDDF #2 A LOADING 4-5=(-448) 261 7.5=(-228) 246 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-580) 193 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LETINS: 2-00-00 0-00-00 LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS ' REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -75/ 585V -216/ 217H 5.50" 0.94 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 11.0" -84/ 584V 0/ OH 5.50" 0.93 KDDF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacina.I M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 6-10 7-01 MAX LL DEFL = -0.014" @ 3'- 2.7" Allowed = 0.650" MAX TL CREEP DEFL = -0.028" @ 3'- 2.7" Allowed = 0.867" 1-05-09 1-10-07 3-06 3-06 3-07 MAX HORIZ. LL DEFL = 0.004" @ 13'- 5.5" T f f f T T MAX HORIZ. TL DEFL = 0.005" @ 13'- 5.5" 12 12 M-4x6 NOTE:Design assumes moisture content does 14.00 V N14.00 not exceed 19N at time of manufacture. 4 4.0t Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0load durAll ation ffactoos ;d, Cat.2, Exp.B, MWFRS(Dir), .6, Truss designed for wind loads in the plane of the truss only. M-1.5x4 M-1.5x4 /AL M-3x4 9B N O, O O' 1** 7 �_�6 O M-3x8 M-3x8 M-3x4 y y y 6-10 7-01 ), y 13-11 JOB NAME : POLYGON PLAN 3A NH - A2 ttO PR Orek. s's Scale: 0.2795 C�, f i `-'Y`L0/1,p (,7* WARNINGS: GENERAL NOTES,unless otherwise noted: s TMJ++/yy-1/I r�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 4t t.,72 11€� ("- Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters end 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: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by �Imrr� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON it 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. ,f vnE`a0 SEQ. : 6049750 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, [J�1 \� design loads be applied to any component, and are for"dry condition"of use. / }f 14 n�(} ..�.,, TRANS I D: 40742 7 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge it rAl�' �� fabrication,handling,shipment and installation of components. Designne . "''"" R I` 7. assumes adequate drainage is truss, rl L 8.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 II I 11111 II 11111 I 1111 I III IIII IIITPI/WfCA 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) EXPO RES:12/31/2015. IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 13.11.00 GIRDER SUPPORTING 39-09-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(•5618) 1256 1- 6=(-748) 3158 1- 2=(-5618) 1256 4- 8=( -606) 2842 BC: 2x6 KDDF #1&BTR 2- 3=(-3656) 934 6. 7=(•742) 3136 6- 2=( -580) 2708 4. 5=(-5648) 1264 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-3658) 934 7. 8=(-696) 3320 2- 7=(-1350) 432 2x4 KDDF STUD A LL = 25 PSF Ground Snow (Pg) 4. 5=(-5648) 1264 8- 5=(-700) 3342 7- 3=(-1346) 5224 IC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 13'- 11.0" V 7- 4=(-1656) 500 TC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 471.9)+DL( 340.9)= 812.8 PLF 0'- 0.0" TO 13'- 11.0" V BC LATERAL SUPPORT <= 12"0C. UON. BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2,012 AND IRC 2012 NOT BEING MET. 0'• 0.0" -1382/ 6101V -217/ 2186 5.50" 9.76 KDDF ( 625) plate prefix designators: 13'- 11.0" -1377/ 6101V 0/ OH 5.50" 9.76 KDDF ( 625) Connector C8,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP M,M20HS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 DO) uplift at 24 "oc ssacing.I ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L/180 Join together 2 ply with 16d Common nails staggered at MAX LL DEFL = -0.039" @ 6'- 10.0" Allowed = 0.650" 9" oc in 1 row(s) throughout 2x4 top chords, MAX TL CREEP DEFL = -0.078" @ 6'- 10.0" Allowed = 0.867" 7" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ, LL DEFL = 0.010" @ 13'- 5.5" MAX HORIZ. TL DEFL = 0.017" @ 13'- 5.5" 6-10 7-01 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. T 3-07-08 3 02-08 T 3 02-08 T 3-10-08 f Design conforms to main windforce-resisting system and components and cladding criteria. M-4x6 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 4.0" (All Heihts), Cat.2, Exp.B, MWFRS(Dir), hts illinTruss thedplaneed offor thewind trussoads only. " 12 12 -,1 14.00 14.00 V M-4x12 M-4x12 M-1"5x4 „,1:1-1.5x 4 a c,,_ 11 r t::a r AO o c� ++ Ili. in 1111115/1111 -41 1.111. 41o 1M-3x10 M-3x8 M-7x8 M-3x8 M-4x10 5 0 y y ), ), y 3-05-12 3-04-04 3-04-04 3-08-12 ), 13-11 0 PRO JOB NAME : POLYGON PLAN 3A NH - A3Scale: 0.2495 "� 0 WARNINGS: GENERAL NOTES,unless otherwise noted: w f]*�7'!n t- (-" 1.Builder end 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 €"i.._ and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: A3 Incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at �r� �YI�I. 3.Additional temporary bracing to insure stability during construction2'o.c.and of 10'o.c,respectively unless braced throughout their length by / �F 4+4"""" DES. BY: U is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OREGON DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ") A_ �b `V SEQ. : 6049751 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 "7 { designAs loads be applied to any component. and are for"dry condition"of use. '�. 'T" TRANS I D: 407427 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 f 7�' a tX fabrication,handling,shipment and Installation of components. ne as. ' R`i C+ P Po 7.Design assumes adequate drainage is provided. f 4- 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 II I 1101111311 IVIII VIII VIII IIII VIII IIII IIII TPINYfCA in BCSI,copies of which will be furnished upon request. Digitsgit coincide with Joint ate in che. 9. lines size of plate to inches. EXPIRES: MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 . IIII I IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 4.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=(-449) 490 4.5=(-584) 647 4.1=(-407) 395 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( 0) 0 1-5=(-493) 490 WEBS: 2x4 KDDF STAND; 5.2=(-503) 451 2x4 KDDF #1&BTR A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 0'- 0.0" -68/ 387V -233/ 334H 5.50" 0.62 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 4.7° 269/ 404V 0/ OH 5.50" 0.65 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 Psf) uplift at 24 "oc spacin0.I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.528" @ 3'- 0.5" Allowed = 0.568" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.465" @ 3'- 1.3" Allowed = 0.852" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6-01 0.03-12 MAX HORIZ. LL DEFL = 0.005" @ 5'- 11.2' MAX HORIZ. TL DEFL = 0.005" @ 5'- 11.2" NOTE:Design assumes moisture content does M-1.5x4 3 -/ not exceed 19% at time of manufacture. Design conforms to main windforce-resisting I system and components and cladding criteria. Wind: 140 mph, h=23.9ft, 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. 12 14.00 7 4v A o os M-3x4 0lir 0 0 N lkllhIIIIIIIIIIIIIIIIIIIIII.,_ 4'-_. .._�5 M-1.5x4 M-3x4 y y • 6-04-12 __co PROP6- JOB NAME : POLYGON PLAN 3A NH - B2 . Scale: 0.3120 '11' ll ' - WARNINGS: GENERAL NOTES,unless otherwise noted: �3 ry C- 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 ' ±.9G 92111PE E Truss: B2 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: LJ 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 yr continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). .,,,,°+1111111114 DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON Q 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. - "TAY,r OR EGON 41 SEQ. : 6049752 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, yjY N� r` design loads be applied to any component, and are for"dry condition"of use. /� '' 1r ,� " 20 4 TRANS I D: 407427 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. ^^^r'i R ti { 7.Design assumes ca adequate faces is provided. 4-5. 8.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 I II I III III III I II 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./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:1 31 r".yvn 1 II 1 I III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 4.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( -6) 124 5-6=(-615) 671 5-2=(-461) 413 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-489) 516 2.6=(-519) 523 WEBS: 2x4 KDDF STAND; 3-4=( -20) 9 6.3=(-523) 482 2x4 KDDF k1&BTR A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -67/ 421V -254/ 367H 5.50' 0.67 KDDF ( 625) OVERHANGS: 10.0" 0.0" LL = 25 PSF Ground Snow (Pg) 6'- 4.7" -292/ 415V 0/ OH 5.50' 0.66 KDDF ( 625) M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL X0060. 2: Design checked for net(-5 asfl uplift at 24 "oc spacing. vertical members (uon). REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L/160 Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" M,M2OHS,M18HS,M16 = MiTek MT series MAX TC PANEL LL DEFL = 0.519" @ 3'- 0.5" Allowed = 0.568" MAX TC PANEL TL DEFL = -0.458" @ 3'- 1.3' Allowed = 0.852" 6-01 0-03-12 MAX HORIZ. LL DEFL = 0.005" @ 5'- 11.2" T '('( MAX HORIZ. TL DEFL = 0.005° @ 5'- 11.2' 12 M-1.5x4 NOTE:Design assumes moisture content does 14°00V not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.9ft, 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. Tr co co M-3x4 If- ('toN iL - A- 5._. _.6 -� M-1.5x4 M-3x4 ,k ) )' 0-10 6-04-12 Q> pPR reS JOB NAME : POLYGON PLAN 3A NH - B1 Scale: 0.2979 \C� ` WARNINGS: GENERAL NOTES,unless otherwise noted: "CC 1'92/WE/i/ X147 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 rr and Warnings before construction commences. building component.Applicability of design parameters and proper / Truss: B 1 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: LJ is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1 r�rr P Y P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 41 OREGON i DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ } � 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. - -77 S E Q. : 6049753 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- ' 14' fl design loads be applied to any component. and are for"dry condition"of use. t�, TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes full bearing at all supports shown.Shim or wedge if t3,T fabrication,handling,shipment and installation of components. necessary.Design L:ty �y l V P P 7. laesassumes adequate ne drainagehcis sa F•F L5r 8.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 11 I I II11 I I I III I II III TPINVECA in BCSI,copies of which will be furnished upon request. Digit coincide with jointcenterin lines. 9.Digits indicate 11 s icsize ofplateo innes 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 IIIIII I VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-00-00 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 DF 2400F; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 95 2-14=(-1370) 4921 14- 3=( 0) 314 2x6 KDDF #1&BTR T2, T3 2- 3=(-5934) 1756 14-15=(-1373) 4918 3.15=( -376) 277 BC: 2x6 KDDF SS LOADING 3- 4=(-5598) 1909 15.16=(-1952) 5858 15- 4=( -448) 1733 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 16.17=(-2061) 6145 15- 6=(-1751) 843 2x4 DF STAND A IC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 12'- 0.0' V 4- 6=(-4772) 1691 17-18=(-1952) 5858 6-16=( -54) 609 TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 12'- 0.0" TO 31'- 0.0" V 6- 7=(-5999) 2204 18.19=(-1373) 4918 16- 7=( -320) 249 IC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 31'- 0.0' TO 43'- 0.0" V 7- 8=(-5999) 2204 19-12=(-1370) 4921 7-17=( -320) 249 BC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 43'- 0.0" V 8-10=(-4772) 1691 17- 8=( -54) 609 9.10=( 0) 0 8.18=(-1751) 843 TC CONC LL( 500.0)+DL( 140.0)= 640.0 LBS @ 12'- 0.0" 10.11=(-5598) 1909 10-18=( -448) 1733 NOTE: 2x4 BRACING AT 24'OC UON. FOR IC CONC LL( 500.0)+DL( 140.0)= 640.0 LBS @ 31'- 0.0" 11.12=(-5934) 1756 18-11=( -377) 276 ALL FLAT TOP CHORD AREAS NOT SHEATHED 12.13=( 0) 95 11-19=( 0) 314 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 20.0" 20.0° 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) Connector plate prefix designators: 0'- 0.0" -1035/ 3674V -167/ 167H 5.50" 5.88 KDDF 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 43'- 0.0" -1035/ 3674V 0/ OH 5.50" 5.88 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX LL DEFL = -0.016" @ -1'- 8.0" Allowed = 0.167' MAX TL CREEP DEFL = -0.019° @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = -0.303" @ 21'- 6.0" Allowed = 2.104" MAX TL CREEP DEFL = -0.601" @ 21'- 6.0" Allowed = 2.806" MAX LL DEFL = -0.017" @ 44'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 44'- 8.0" Allowed = 0.222' MAX HORIZ. LL DEFL = 0.106" @ 42'- 6.5" • MAX HORIZ. TL DEFL = 0.175" @ 42'- 6.5" 0-0�6�--11 0-06-11 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 11-11-11 19-00-10 11-11-11 Design conforms to main windforce-resisting T T system and components and cladding criteria. 5-11-14 5-05-02 4-05-13 5-00-08 5-00-08 4-05-13 5-05-02 5-11-14 T T T 640# T f T ♦640# T T Wind: 140 mph, h=22.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 t2 (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), 7.00 / M-7x8(S) load duration factor=1.6, M-5x10 X17.00 5 =M-4x4 y"P5" =M-4x4 y M-5x10 Truss designed for wind loads 6 g in the plane of the truss only. 0. o� M-3x4 M-3x4 + +/ 1 o M-4x12 M-4x12 0 0 2" 14 15 1 '1' T 1,7 18 19 �1 3 o o M-1.5x4 M-3x10 G.25" 0.25 M-3x10 M-1.5x4 0 =M-8x8(S) =M-8x8(S) , /, y 1, 1, y 1, y y y 5-10-02 5-05-02 6-10-07 6-08-11 6-10-07 5-05-02 5-10-02 y 1 1-08 43-00 1-08 JOB NAME : POLYGON PLAN 3A NH - Cl ' �� N sts,` Scale: 0.1509 �*,,� "�'l�I1 (c}� WARNINGS: GENERAL NOTES,unless otherwise noted: +Tr^ry�1../^^yyf� iii- 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 921 0 1�L Truss: C1 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 fir. DES. BY: LJ2'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: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ORECC GON I,� 4.No load should be applied to any component until after ail bracing and 4. Installation of truss is the responsibility of the respective contractor. 7.„, v,,,r(�EGON W SEQ. : 604975 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, y \� As design loads be applied to any component. and are for"dry condition"of use. lO -1 p. 14, e�(} .. TRANS I D: 40742 7 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if CJ fabrication,handling, Design as. j 2��.yA 1 4 shipment and installation of components. 7, necessary. assumes adequate drainage is provided. �-^r'f rl 1.-5• 8.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 II I I II I I I I III I ill II TPI/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. n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) CV('ICS:121I 3 p2815 II III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 95 2-14=(-824) 2487 3-14=(-142) 185 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2898) 1109 14.15=(-691) 2324 14- 4=( -38) 317 WEBS: 2x4 KDDF STAND; 3- 4=(-2725) 1105 15-16=(-529) 2175 4.15=(-468) 356 2x4 DF STAND A LOADING 4- 5=(-2275) 1040 16.17=(-529) 2175 15- 5=(-300) 814 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 17-18=(-728) 2189 15- 7=(-457) 187 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-1921) 990 18.12=(-860) 2344 16- 7=( 0) 298 • BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7. 9=(-1921) 990 7.17=(-457) 187 8- 9=( 0) 0 9-17=(-300) 814 LL = 25 PSF Ground Snow (Pg) 9.10=(-2275) 1040 17.10=(-468) 356 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11=(-2726) 1105 10.18=( -38) 317 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11.12=(-2898) 1109 18.11=(-142) 185 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12.13=( 0) 95 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 20.0" 20.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) C,CN,C18,CNI8 (or no prefix) = CompuTrus, Inc 0'- 0.0' -315/ 1996V -225/ 225H 5.50" 3.19 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 43'- 0.0' -315/ 1996V 0/ OH 5.50" 3.19 KDDF ( 625) JT 2, 12: Heel to plate corner = 2.25" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacin0"I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.017" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0,021" @ -1'- 8.0' Allowed = 0.222" MAX LL DEFL = 0.152" @ 21'- 6.0' Allowed = 2.104" MAX TL CREEP DEFL = -0.304" @ 21'- 6.0" Allowed = 2.806" I MAX LL DEFL = -0.017" @ 44'- 8.0" Allowed = 0.167° 1 MAX TL CREEP DEFL = -0.021" @ 44'- 8.0" Allowed = 0,222" 0-04-15 0-04-15 MAX HORIZ. LL DEFL = 0.074" @ 42'- 6.5" i1 'I1' MAX HORIZ. TL DEFL = 0.121' @ 42'- 6.5" 15-11-11 11-00-10 15-11-11 NOTE:Design assumes moisture content does 5-03-04 5-00 5-03-08 5-06-05 5-06-05 5-03-08 5-00 5-03-04 not exceed 19N at time of manufacture. T '' T TT '' ff 1 ' ' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 7,00 M-4x6 6 M-3x8 8 M-4x6 Q 7.00 M-5x6 S 7 Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ( ) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-5x6(S) Truss designed for wind loads 0.25" 0.25" in the plane of the truss only. 0 ;o ®o M-1°5x4 + + M1-1°5x4 /*, 0 0 o 2 14 F T 1 s 18 ,~'1 3 o o M-3x8 M-3x4 u°25" M-1.5x4 0.2517. M-3x4 M 3x8 0 M-5x8(S) M-5x8(S) y y y /, y /, ,1 J, y 7-11 7-05-15 6-01 6-01 7-05-15 7-11 y y 1-08 43-00 1-08 JOB NAME : POLYGON PLAN 3A NH - C2 � PROF,`,' Scale: 0.1533 \ 0 WARNINGS: GENERAL NOTES,unless otherwise noted: (,� •r^h�1•i p E 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 1- Truss: C 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown if. 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 - e ► is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r ,ifs"" DES. BY: LJ .„.4--!y!. P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / . DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2n Impact bridging or lateral bracing required where shown++ R E �� L"+ 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. `,P" OREGON `ti SEQ. : 6 049755 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, n� design loads be applied to any component. and are for"dry condition"of use. Ft.� 14, p t�4 TRANS I D: 40742 7 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge ifto S fabrication,handling,shipment and installation of components. Dnesign as. �'R R t` . L+ P P 7.Plates assumes adequate ne faces drainage is provided. f-1 4..• B.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center II I I II I I I I III I I I IIITPIIWtCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. e.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 15.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12f31/4015 11111 I 111111This design prepared from computer input by • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 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) 95 2-14=(-1107) 2500 3-14=(-125) 178 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2898) 1470 14.15=( -995) 2338 14- 4=( -31) 317 WEBS: 2x4 KDDF STAND 3- 4=(-2739) 1466 15.16=( -998) 2179 4-15=(-468) 276 LOADING 4- 5=(-2289) 1417 16-17=( -998) 2179 15- 5=(-406) 830 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 17.18=(-1033) 2189 15- 7=(-477) 333 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-1934) 1287 18.12=(-1160) 2344 16- 7=( 0) 298 TOTAL LOAD = 42.0 PSF 7- 9=(-1934) 1287 7.17=(-477) 333 8- 9=( 0) 0 9-17=(-406) 830 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2289) 1417 17-10=(-469) 276 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-2740) 1466 10-18=( -31) 317 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11.12=(-2898) 1469 18-11=(-125) 178 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12.13=( 0) 95 OVERHANGS: 20.0" 20.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 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" -469/ 1996V -228/ 228H 5.50" 3.19 KDDF ( 625) Connector plate prefix designators: 43'- 0.0" -469/ 1996V 0/ OH 5.50' 3.19 KDDF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ( 625) M,M20HS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I JT 2, 12: Heel to plate corner = 2.25" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.017" @ -1'- 8.0" Allowed = 0.167' MAX TL CREEP DEFL = -0.021" @ -1'- 8.0' Allowed = 0.222" MAX LL DEFL = 0.204" @ 27'- 2.3" Allowed = 2.104" 1 MAX TL CREEP DEFL = -0.304" @ 21'- 6.0" Allowed = 2.806" MAX LL DEFL = -0.017" @ 44'- 8.0° Allowed = 0.167" MAX TL CREEP DEFL = -0.021° @ 44'- 8.0" Allowed = 0.222" MAX HORIZ. LL DEFL = -0.084" @ 42'- 6.5" MAX HORIZ. TL DEFL = 0.121" @ 42'- 6.5" 19-11-11 -00-10� 19-11-11 f NOTE:Design assumes moisture content does 5-03-04 5-00 5-03-08 4-00-08 11x10-124-00-08 5-03-08 5-00 5-03-04 not exceed 19% at time of manufacture. 1k-510-12 8f f f f f Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 7.00 17.00 Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 M-3x8 M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6 S load duration factor=1.6, ( ) M-5x6(S) Truss designed for wind loads in the plane of the truss only. 0.25" 0.25" �o CO M-1"5x47\ + + M-1"5x4 t o \ o o 2 14orbiT 6 T orm - o M-3x8 M-3x4 u•25" M-1.5x4 0.25' M-3x4 M-3x8 11 3 0 M-5x8(S) M-5x8(S) ), J, y y y ,1 y y y 7-11 7-05-15 6-01 6-01 7-05-15 7-11 ), ) 1-08 43-00 1-08 PR Scale: 0.1407 � Ore �} JOB NAME : POLYGON PLAN 3A NH - C3 1 4} riWARNINGS: GENERAL NOTES,unless otherwise noted: pp�1 b 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 72 1 9 f"L Truss: C3 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. l ,007 3Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at D E S. BY: LJ 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 1�, y r . continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). !' DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ n I,1;• 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 7 OREGON to SEQ. : 6049756 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, ?9 yA C4 TRANS I D: 407427 design loads be applied to any component. and are for"dry condition"of use. pp wedge /ss+,� 7}+ r Q .} 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearingat ail supports shown.Shim or it 'r•l 14n , �� fabrication,handling,shipment and installation of components. ecessary, -PRO- B. 7.Designassumes adequate drainagehcis pros,a. 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 II NM II I ill I III I I I II 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./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:.•2x31 x2015 III III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-12806) 2744 1.10=(-2196) 10580 10- 2=(-1340) 5912 14- 7=(-438) 294 BC: 2x4 KDDF #18BTR; SPACED 24.0" O.C. 2- 3=( -6774) 1374 10.11=(-2092) 10118 2.11=(-4860) 1190 7.15=( 0) 302 2x8 KDDF #1&BTR B1 3- 4=( -4012) 820 11.12=(-1016) 5698 11- 3=( -522) 2698 • WEBS: 2x4 KDDF STAND; LOADING 4- 5=) -2656) 814 12-13=( -436) 3336 3-12=(-2796) 688 2x4 DF STAND A; LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -2658) 792 13-14=( -424) 2662 12- 4=( -286) 1690 2x6 KDDF #2 B DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -3204) 878 14-15=( -662) 3028 4-13=(-1854) 498 TOTAL LOAD = 42.0 PSF 7- B=( -3704) 924 15- 8=( -660) 3030 13- 5=( -482) 2182 TC LATERAL SUPPORT <= 12"OC. UON. 8- 9=( 0) 94 13- 6=( -836) 518 BC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) 6.14=( -78) 464 ADDL: BC CONC LL+DL= 585.0 LBS @ 2'- 0.0" OVERHANGS: 0.0" 20.0" ADDL: BC CONC LL+DL= 6101.0 LBS @ 3'- 3.0" BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0' -1732/ 8066V -304/ 293H 5.50" 12.90 KDDF ( 625) C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 43'- 0.0' -446/ 2428V 0/ OH 5.50" 3.89 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. JT 1: Heel to plate corner = 2.50" ( 2 ) complete trusses required. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) J� Join together 2 ply with 16d Common nails staggered at VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 **HANGER BY OTHERS TO APPLY 9' oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.108" @ 14'- 4.2" Allowed = 2.104" CONC. LOAD(S) EQUALLY TO ALL MEMBERS. 9" oc in 2 row(s) throughout 2x8 bottom chords, MAX TL CREEP DEFL = -0.332' @ 14'- 4.2" Allowed = 2.806" 9" oc in 1 row(s) throughout 2x4 bottom chords, MAX LL DEFL = -0.004' @ 44'- 8.0" Allowed = 0.167" 9" oc in 2 row(s) throughout 2x6 webs, MAX TL CREEP DEFL = -0.005" @ 44'- 8.0" Allowed = 0.222° 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. LL DEFL = -0.039' @ 42'- 6.5" MAX HORIZ. TL DEFL = 0.100" @ 42'- 6.5' 21-06 21.06 NOTE:Design assumes moisture content does f f f not exceed 19% at time of manufacture. 3-05-12 4-01-15 7-00 6-10-04 7-00-05 7-00-05 7-05-06 Design conforms to main windforce-resisting -1 T T T T T T T system and components and cladding criteria. 12 7.00[/ M-4x6 12 7 00 Wind: 140 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=1.6, 5 44( Truss designed for wind loads M-5x6(S) \ M-5x6(S) in the plane of the truss only. 7/ 0.25" 0.25" e M-3x6 M-3x4 M-3x10 o M-4x12o u : 1� ,4 i�__ � S v c 10 1 2 13 1i 15 0 o M-4x12 0.25" .25" M-3x8 0"25 M-1.5x4 M-3x6 0 lir58 =M-10x10(S) M-5x6(S) M-5x6(S) 6101 # , 3-03 4-01-03 7-00 7-01-12 7-03-13 6-10.09 7-03-10 y y 43-00 1-08 .O PRope• JOB NAME: POLYGON PLAN 3A NH - C4 GIRD Scale: 0.1388 'o N -, c.WARNINGS: GENERAL NOTES,unless otherwise noted: kr it, / 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 7 92 a a PE v- Truss: C4 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. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by I"gyp P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OREGONf„�" DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. ",7" ,g,_ b tt^r,/ SEQ. : 604975 7 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 design loads be applied to any component. and are for"dry condition"of use. ,(�' 1 ' TRANS I D: 40742 7 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at alt supports shown.Shim or wedge ifp� � fabrication,handling,shipment and installation of components. necessary. �1 Ap ` P P 7.Designlaesassumes adequateated drainage is sri n 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 centerI II I 11111 II I I I I III I 11 III 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./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1088(MiTek) EXPIRES:12/31 2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -63) 95 9-10=(-181) 1564 1- 9=( -96) 75 5-13=(-128) 612 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1827) 467 10-11=(-203) 1780 9- 2=(-2070) 419 13- 6=(-303) 234 WEBS: 2x4 KDDF STAND 3- 4=(-1877) 566 11.12=(-153) 1418 2.10=( 0) 482 LOADING 4- 5=(-2009) 580 12.13=(-226) 1843 10- 3=( -296) 107 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2596) 595 13- 7=(-361) 2200 3-11=( -383) 293 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2725) 514 11. 4=( -181) 753 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 95 4.12=( -244) 1087 OVERHANGS: 0.0" 20.0" 12- 5=( -724) 347 LL = 25 PSF Ground Snow (Pg) ** For hanger specs. - See approved plans BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -255/ 1699V -343/ 290H 5.50" 2.72 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, 39'- 9.0" -339/ 1873V 0/ OH 5.50" 3.00 KDDF ( 625) JT 7: Heel to plate corner = 2.50" 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.120" @ 251- 4.8" Allowed = 1.942" MAX TL CREEP DEFL = -0.232" @ 25'- 4.8" Allowed = 2.589" MAX LL DEFL = -0.017" @ 41'- 5.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021° @ 41'- 5.0" Allowed = 0.222" MAX HORIZ. LL DEFL = 0.055" @ 39'- 3.5" MAX HORIZ. TL DEFL = 0.087" @ 39'- 3.5" 18 03 21-06 f f NOTE:Design assumes moisture content does 4-01-03 7-00-14 7-00-14 7-00-14 7-00-14 7-04-03 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 7.00'I M-4x6 Q 7,00 4.0" Wind: 140 mph, h=25.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ;t load duration factor=1.6, "444, Truss designed for wind loads M-5x8(5) M-5x8(S) in the plane of the truss only. 0.25" 0,25" 3x6 /kM-1.5x4 010,A •M-1.5x4 ram 1 ,_ 0 cc,....4_ g** 10 13 -7 o M-3x6 M-3x4 b12 " 0.257 M-3x4 M-3x6 0 M-5x6(S) M-5x6(S) 1, 1, J, ), ; y i5-06-03 8-05-14 8-05-14 8-05-14 8-09-03 y y 39-09 1-08 tO PR Ore JOB NAME : POLYGON PLAN 3A NH - C5 �yl��/y(r>J)/[7�1/4 ., Scale: 0.1507 * (fit ! 4l/ ! WARNINGS: GENERAL NOTES,unless otherwise noted: * 2+S p C �f„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 individualtk. w 921 11€�L Truss: C5 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: LJ 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). ! t�,� DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ^r, +. 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.OREGON a (r+,j SEQ. : 6049 758 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. ,�I'"� "" 2�\ ..�.� TRANS I D: 407427 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 t4Y,. fabrication,handling,shipment and installation of components. necessary. "- R 1 i, 7.Design assumes adequate drainage is provided. i'i 4- 8.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 II I I II I I I I III I I I IITPI/WrCA 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) EXPI RES:12/31/2015 III01 I III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1841) 618 12.13=(-180) 254 12- 1=(-1606) 573 17- 9=(-136) 131 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1865) 771 13-14=(-424) 1643 1.13=( -489) 1574 WEBS: 2x4 KDDF STAND 3- 4=( 0) 0 14.15=(-538) 1865 13- 2=( -423) 254 LOADING 3- 5=(-1520) 706 15.16=(-538) 1865 2-14=( -98) 107 IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=(-1722) 757 16-17=(-559) 1993 14- 3=( -169) 612 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 17-10=(-643) 2163 14- 5=( -647) 258 TOTAL LOAD = 42.0 PSF 7- 8=(-2045) 829 15- 5=( 0) 316 B- 9=(-2509) 831 5-16=( -318) 175 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-2678) 828 7-16=( -189) 706 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 95 16- 8=( -484) 170 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8-17=( 0) 325 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 0.0" 20.0" 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) M-1.5x4 or equal at non-structural 0'. 0.0" -393/ 1656V -261/ 207H 5.50° 2.65 KDDF ( 625) vertical members (uon). 39'- 9.0" -458/ 1879V 0/ OH 5.50' 3.01 KDDF ( 625) • ** For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psft uplift at 24 "oc spacins.I Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.116" @ 23'- 11.3" Allowed = 1.942" MAX TL CREEP DEFL = -0.216" @ 23'- 11.3" Allowed = 2.589" JT 10: Heel to plate corner = 2.50' MAX LL DEFL = -0.017" @ 41'- 5.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 41'- 5.0" Allowed = 0.222' MAX HORIZ. LL DEFL = 0.049" @ 39'- 3.5" 16-08-11 3-00-05 20-00 MAX HORIZ. TL DEFL = 0.081" @ 39'- 3.5" f '1 '' '1 NOTE:Design assumes moisture content does 6-03-10 6-00-02 4-00-08 1-10-1 4-05-04 5-03-08 5-00 5-03-04 not exceed 19% at time of manufacture. f. '1-0 IIM-4x4+ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=25.tft, TCDL=4.2,BCDL6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M4x6load duration factor=1.6, 41u __ Truss designed for wind loads in the plane of the truss only. '°/- - 4111111111111 M5x6(S) 12 M-2.5x4 or equal at non-structural diagonal inlets. 025" M-1.5x4 Mxo _ .A111 . N� 12** 13 to 15 17 -'1r 1 o M-1.5x4 M-3x8 mir0.25" M-1.5x4 0.25'16 M-3x4 M-3x6 M-5x8(S) M-5x8(S) 1, y J, 1, ,1 J, ), y 6-00-02 6-01-14 6-01 6-01 7-05-15 7-11 y y 39-09 1-08 *C0.0 PROF6- JOB NAME : POLYGON PLAN 3A NH - C6 „C � scale: 4,1689 0 WARNINGS: GENERAL NOTES,unless otherwise noted: IZ':7 711/17 1f17 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 I i P E. it building component.Applicability of design parameters and proper ,r Truss: C 6 and Warnings before construction commences. Incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at DES. BY LJ 3.Additional temporary bracing to insure stability during construction 2 o.c,and at 10'o.c.respectively unless braced throughout their length by e" is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). j DATE: 9/4/2014 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. 7 Q,, W S E Q. : 6049759 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, f t design loads be applied to any component. and are for"dry condition"of use. /� A. 1 4 N. t�-,'("- li TRANS I D: 4 0 742 7 5.CompuTrus has no control over and assumes no responsibility for the 6.Desgn assumes full bearing at all suppo s shown.Shim or wedge if A fi T fabrication,handling,shipment and Installation of components. necessary. 'Y/ R A t \- V P 7.Design assumes adequate drainage is provided. �7 rt B.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 1111 I I II I 111 HI I I III IIIITPI 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. n f t 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:RES 12 31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-1841) 513 12.13=(-179) 253 12- 1=(-1606) 485 17- 9=(-142) 138 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2- 3=(-1865) 636 13-14=(-330) 1619 1.13=( -393) 1574 WEBS: 2x4 KDDF STAND 3- 4=( 0) 0 14.15=(-409) 1833 13- 2=( -423) 220 LOADING 3- 5=(-1519) 599 15-16=(-409) 1833 2.14=( -131) 115 IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 7=(-1742) 671 16-17=(-476) 1993 14- 3=( -176) 611 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7v( 0) 0 17.10=(-565) 2163 14- 5=( -651) 238 TOTAL LOAD = 42.0 PSF 7- 8=(-2069) 730 15- 5=( 0) 316 8- 9=(-2531) 737 5.16=( -298) 103 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2685) 735 7-16=( -130) 691 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 95 16- 8=( -482) 176 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8.17=( 0) 325 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 0.0" 20.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -310/ 1656V -261/ 207H 5.50" 2.65 KDDF ( 625) Connector plate prefix designators: 39'- 9.0" -409/ 1879V 0/ OH 5.50" 3.01 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MI8HS,M16 = MiTek MT series 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.1 JT 10: Heel to plate corner = 2.50" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.111" @ 23'- 11.3" Allowed = 1.942" MAX TL CREEP DEFL = -0.216" @ 23'- 11.3" Allowed = 2.589" MAX LL DEFL = -0.017" @ 41'- 5.0° Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 41'- 5.0" Allowed = 0.222" MAX HORIZ. LL DEFL = 0.048" @ 39'- 3.5" 12-08-11 7-00-05 20-00 MAX HORIZ. TL DEFL = 0.080" @ 39'- 3.5" T NOTE:Design assumes moisture content does 6-03-10 6-00-02 0-04-15 5-06-05 �1-06� 4-05-04 5-03-08 fi 5-00 5-03-04 not exceed 19% at time of manufacture. 12 M-1.5x4+ M-4x4+ t2 Design conforms to main windforce-resisting system and components and cladding criteria. 7,00[/ 7.00 M-4x6 M 3x4+ M-4x6 Wind: 140 mph, h=25.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ..e."--•, ,.. ., Truss designed for wind loads in the plane of the truss only. M-5x6(S) M-2.5x4 or equal at non-structural diagonal inlets. M-3x4 0.25" M-1.5x4 M-3x6 \Ahhhhhi. , o 12** 13 1 15 a6 17 -' 1r 1 c M-1.5x4 M-3x8 0.25° M-1.5x4 0.25 M-3x4 M 3x6 0 M-5x8(S) M-5x8(S) J, 1, y ), y y y J., 6-00-02 6-01-14 6-01 6-01 7-05-15 7-11 y y 39-09 1-08 �,,,0 PROP JOB NAME : POLYGON PLAN 3A NH - C7 Scale: 0.1689 coNE (r, WARNINGS: GENERAL NOTES,unless otherwise noted: �11PE /� 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 individualrk- ..9211 111{-y„ ("- T r u s s: C 7 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown v, incorporation of component is the responsibility of the building designer. f 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 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 . � �er.• continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ✓' ' DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ley" /� 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 S E Q design loads be applied to any component, and are for"dry condition"of use. f "1}r "'•' TRANS I D: 407427 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. P IRI L 7.Design assumes adequate drainage iso truss, r 8.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 111111 IN IIID IIIA 111111111 I II III TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide withjoint center lines. a. 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) XPIT1CJ;.12r31/201 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2583) 554 1. 9=(-380) 2238 2- 9=(-221) 217 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2340) 553 9-10=(-229) 1924 9- 3=( -37) 492 WEBS: 2x4 KDDF STAND 3. 4=(-1694) 504 10.11=(-241) 1804 3-10=(-724) 284 LOADING 4- 5=(-1694) 494 11- 7=(-385) 2133 10- 4=(-312) 1292 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2380) 531 10- 5=(-748) 289 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2635) 532 5-11=( -28) 530 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 95 11- 6=(-257) 209 OVERHANGS: 0.0" 20.0° LL = 25 PSF Ground Snow (Pg) ** For hanger specs. - See approved plans BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Cnnect8,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -258/ 1669V -284/ 273H 5.50" 2.67 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 39'- 9.0" -331/ 1866V 0/ OH 5.50" 2.99 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacin0.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.123" @ 19'- 9.0" Allowed = 1.942" MAX TL CREEP DEFL = -0.250" @ 19'- 9.0" Allowed = 2.589" MAX LL DEFL = -0.017" @ 41'- 5.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 41'- 5.0" Allowed = 0.222" MAX HORIZ. LL DEFL = 0.060" @ 39'- 3.5" MAX HORIZ. TL DEFL = 0.098" @ 39'- 3.5" 19-09 20-00 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. T 6-06-10 6-06-05 6 08 01 T f 6-08-01 6 06 05 6-09-10 f Design conforms to main windforce-resisting system and components and cladding criteria. 12 7.00 / M-4x6 12 7.00 Wind: 140 mph, h=25.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4 * Truss designed for wind loads in the plane of the truss only. M-5x6(5) M-5x6(5) 0"25" 0"25" M-1"5x4 )10 :1A-1.5x4 ,1(\ \ / ID M-5x6 0 0 f`1` ** or ...44,444% = ,..1, 0 1 M-3x4 18.25" M 3x4 M-3x6 7 0 M-5x8(S) J• y y y ), 9-10-10 9-10-06 9-10-06 10-01-10 y y 1- --. 39-09 1-08 PROP JOB NAME : POLYGON PLAN 3A NH - C8 Scale: D.1549 "l/ill "°"KJ .� WARNINGS: GENERAL NOTES,unless otherwise noted: •f]�y,t C3 E 1r 0 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 7G t- Truss: C 8 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 constmctlon 2.Design assumes the top and bottom chords to be laterally braced at f ► DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by i�Ir �+ po ty 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OREGON `�.. DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 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. - dq_ W SEQ. : 6049761 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.. -.7,.� o0 -A- V -}AN design loads be applied to any component and are for"dry condition"of use. V , 14 'Z '' TRANS I D: 407427 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 t3 fabrication,handling,shipment and installation of components. necessary. 41 ^R R I1 L+ 7.Designlaesassumes adequate ne dthi aa is provided. '�r'1 rl t- 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 II I I II I I I I II I I I 111111 TPIIA?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. cc r 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:RES:12/31/20an 15 III MIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2583) 554 1- 9=(-380) 2238 2- 9=(-221) 217 BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. 2- 3=(-2340) 553 9-10=(-229) 1924 9- 3=( -37) 492 WEBS: 2x4 KDDF STAND 3- 4=(-1694) 504 10-11=(-241) 1804 3.10=(-724) 284 LOADING 4- 5=(-1694) 494 11- 7=(-385) 2133 10- 4=(-312) 1292 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2380) 531 10- 5=(-748) 289 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2635) 532 5-11=( -28) 530 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 95 11- 6=(-257) 209 OVERHANGS: 0.0" 20.0" LL = 25 PSF Ground Snow (Pg) ** For hanger specs. - See approved plans BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -258/ 1669V -284/ 273H 5.50" 2.67 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 39'- 9.0" -331/ 1866V 0/ OH 5.50" 2.99 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacina.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.123" @ 19'- 9.0" Allowed = 1.942" MAX TL CREEP DEFL = -0.250" @ 19'- 9.0" Allowed = 2.589" MAX LL DEFL = -0.017" @ 41'- 5.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 41'- 5.0" Allowed = 0.222" MAX HORIZ. LL DEFL = 0.060" @ 39'- 3.5" MAX HORIZ. TL DEFL = 0.098" @ 39'- 3.5" 19-09 20-00 NOTE:Design assumes moisture content does f f - not exceed 19% at time of manufacture. T 6-06-10 6-06-05 6-08-01 6-08-01 6-06-05 6 09-10 f1' , Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 7.00 EZ M 4X6 \I 7.00 Wind: 140 mph, h=25.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 ,hf load duration factor=l.6, Truss designed for wind loads M 5x6 S in the plane of the truss only. ( ) `1 M-5x6(5) 0.25" 0.25" 0 /\ +e M-1.5x4 M-1.5x4 + +. CO444404. M-5x6 0 1--- f Y y 1** 9 1 8 '� 11 � o o M-3x4 .25" M-3x4 M-3x6 ` o M-5x8(S) J, i, y y ), y 9-10-10 9-10-06 9-10-06 10-01-10 y ) 39-09 1-08 eck `0 PR()pes JOB NAME : POLYGON PLAN 3A NH - C9 c, ,,,,9 . Scale: 0.1549 c;.** I { e. WARNINGS: GENERAL NOTES,unless otherwise noted: a^,+'S E-� fit' 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 individualtk- 1/92 111 F"E Truss: C9 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 �1r DES. BY: LJ 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 sheathingsuch asplywood sheathing(TC) r'" "!AMP r DATE: 9/4/2014 responsibilitybuilding designer. Impactbridging or g(re s shownordrywall(BC). the overall structure is the res onsibilit of the 3.2x bdd in lateral bracingrequired where ++ 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. "*�7p �y'OREGON C4/ SEQ. : 6049762 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) '' \ +'. design loads be applied to any component. and are for"dry condition"of use. f •'}� r Q -.,. TRANS I D: 407427 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 6 14,. " fabrication,handling,shipment and Installation of components. Design assumes adequate drainage is provided.unL 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces offtruss,,and placed so their center II I VIII III I VIII EH I HI II TPINVTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. t� MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:.12 31/2015. II I II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF 111&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2580) 542 1.10=(-363) 2159 2-10=(-240) 228 6.14=( 0) 379 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3=(-2350) 575 10-11=(-228) 1826 10- 3=( -68) 558 14- 7=(-757) 265 WEBS: 2x4 KDDF STAND 3- 4=(-1696) 508 11.12=( -8) 57 3.11=(-723) 280 7.15=(-172) 1133 LOADING 4- 5=(-2236) 686 13-14=(-366) 2382 11- 4=(-118) 665 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5 6=(-2238) 528 14-15=(-625) 3139 11.13=(-142) 1315 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2851) 554 15- 8=(-693) 3527 4-13=(-370) 1127 TOTAL LOAD = 42.0 PSF 7- 8=(-4285) 843 12.13=) 0) 68 OVERHANGS: 0.0" 20.0" B- 9=( 0) 95 13- 5=(-399) 272 LL = 25 PSF Ground Snow (Pg) 13- 6=(-659) 181 Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 39'- 9.0" -319/ 1866V -282/ 27 1H 5.50" 2.67 KDDF 0/ OH 5.50" 2.99 KDDF ( 625) 'COND. 2: Design checked for net/-5 Dsf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.167" @ 25'- 2.6" Allowed = 1.942" MAX TL CREEP DEFL = -0.331" @ 25'- 2.6" Allowed = 2.589" MAX LL DEFL = -0.017" @ 41'- 5.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 41'- 5.0" Allowed = 0.222' 19-09 20-00 MAX HORIZ. LL DEFL = 0.097" @ 39'- 3.5" - T ' MAX HORIZ. TL DEFL = 0,161" @ 39'- 3.5" 7-03-03 5-10-14 6-06-14 5-04-12 6-01.04 5-10-12 2-07-04 ,( -( '/' >( -( T -) - NOTE:Design assumes moisture content does 12 12 not exceed 19% at time of manufacture. M-4x6 7.00 / 7.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 4 Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-5X6($) •1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-1"5x4 Truss designed for wind loads 0"25" in the plane of the truss only. 41 M-5x6(S) 1 + 0.25" M-1"5x4 +I ArllwM-3x6 co M-5x6 `- M-4x8 0 a; .13 ti 14 15* `` to Tr 10 10 - 12 o M-3x4 'a • o o M-3x4 .25" M-1.5x4 o M-5x6 0 M-5x10(S) M-6x8 **2X WEDGE 3.75 W/(2) M-3X4 TYP. 12 * * * * * * * J., 9-09-12 9-09-08 5-06-08 y 6-04-12 5-09 2-05-08 , y 25-03-08 12-00 2-05-0Q1 -08, 39-09 1-08 �� Pa0F1S JOB NAME : POLYGON PLAN 3A NH - C10 Scale: 0.1458 ,, ' ` 0 ry( l1 f WARNINGS: GENERAL NOTES,unless otherwise noted: [� a!]G ! 1•" 1.Builder end 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 Truss: Cl 0 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. ,rte 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 461000P DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r_ Imm**""'"'' Po Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). t DATE: 9/4/2014 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. "7 u O S E Q. : 6049763 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, f" ,� _t As design loads be applied to any component. and are for"dry condition"of use. J 1+4 2 t�4 TRANS I D: 407427 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 I t7 S necessary. ' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. `i may'FA ik..\- V 8.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 II I I II III I I II I I I I III TPI/WfCA in BCSI,copies of which will be furnished upon request. git coincideiictwith jointinches.9.Digits ndsize of tplate in lines. C 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 INN This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2580) 542 1.10=(-363) 2159 2-10=(-240) 228 6.14=) 0) 379 BC: 2x4 KDDF #1&BTR SPACED 24.0" D.C. 2- 3=(-2350) 575 10.11=(-228) 1826 10- 3=( -68) 558 14- 7=(-757) 265 WEBS: 2x4 KDDF STAND 3- 4=(-1696) 508 11-12=( -8) 57 3-11=(-723) 280 7.15=(-172) 1133 LOADING 4- 5=(-2236) 686 13-14=(-366) 2382 11- 4=(-118) 665 TO LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2238) 528 14-15=(-625) 3139 11-13=(-142) 1315 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2851) 554 15- 8=(-693) 3527 4-13=(-370) 1127 TOTAL LOAD = 42.0 PSF 7- 8=(-4285) 843 12-13=( 0) 68 OVERHANGS: 0.0" 20.0" B- 9=( 0) 95 13- 5=(-399) 272 LL = 25 PSF Ground Snow (Pg) 13- 6=(-659) 181 Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -247/ 1669V -282/ 271H 5.50" 2.67 KDDF ( 625) 39'- 9.0" -319/ 1866V 0/ OH 5.50" 2.99 KDDF ( 625) ICOND. 2: Design checked for net(-5 osfl uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.167" @ 25'- 2.6" Allowed = 1.942" MAX TL CREEP DEFL = -0.331" @ 25'- 2.6" Allowed = 2.589" MAX LL DEFL = -0.017' @ 41'- 5.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 41'- 5.0" Allowed = 0.222" 19-09 20-00 MAX HORIZ. LL DEFL = 0.097" @ 39'- 3.5" 7-03-03 5-10-14 6-06-14 5-04-12 6-01-04 5-10-12 2-07-04 MAX HORI2. TL DEFL = 0.161" @ 39'- 3.5' T T T T 1' T 1' T NOTE:Design assumes moisture content does 12 12 not exceed 19% at time of manufacture. 7.00 / M-4x6 7.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 4 44( Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-5x6(S) ` (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), t.1 load duration factor=1.6, M-1,5x4 Truss designed for wind loads 0.25" in the plane of the truss only. • M-5x6(S) 0.25" M-1"5x4 0,.7\ + +F M-3x6 o M-5x6 M-4x6 0 4 *r 10 1 xmimiiiimimmummmme 1213 c M 3x4 15 • 1..8 , o O M-3x4 0.25" M-1.5x4 o M-5x6 0 M-5x10(S) M-6x8 **2X WEDGE 3.75 W/(2) M-3X4 TYP. 12 y y y y J' ), y y 9-09-12 9-09-08 5-06-08 y 6-04-12 5-09 -05-08 y y 25-03-08 12-00 2-05-0881-08, 39-09 81.08 JOB NAME : POLYGON PLAN 3A NH - D4 0 PR Ore.0, Scale: 0.1458 { `7/// Q WARNINGS: GENERAL NOTES,unless otherwise noted: 9h11..118y1( 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 *JG.11 11f E r Truss: D4 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. ,r'^' 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: LJ2'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 sheathingsuch as .. " DATE: 9/4/2014 responsibilitybuilding g p plywoodrequired where and/or drywall(BC). rM• y the overall structure is the res nsibilil of the designer. 3.2x Impact bridgingor lateral bracingrequired shown++ r-� n 1``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. „q,V R GvN -'s,J SEQ. : 6049764 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, O7 design loads be applied to any component. and are for"dry condition"of use. /'',,n, 'II, .14 r© - .. TRANS I D: 407427 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 *J fabrication,handling,shipment and installation of components. 7.necessary. �--^ R I t Design assumes adequate drainage is provided. �7 Li. 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 II I VIII Inn I H I IV MI IIII TPI/WfCA 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. 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 111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 95 2.11=( -723) 2220 3.11=(-277) 317 15- 8=(-759) 446 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2645) 1052 11-12=( -519) 1854 11- 4=(-148) 595 8-16=(-375) 1140 WEBS: 2x4 KDDF STAND 3- 4=(-2411) 1085 12.13=( -17) 58 4.12=(-746) 494 LOADING 4- 5=(-1716) 927 14-15=( -787) 2401 12- 5=(-264) 680 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2256) 1242 15.16=(-1225) 3159 12.14=(-215) 1329 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2259) 1030 16- 9=(-1363) 3549 5.14=(-678) 1130 TOTAL LOAD = 42.0 PSF 7- 8=(-2B72) 1117 13.14=( 0) 68 OVERHANGS: 20.0" 20.0" 8- 9=(-4312) 1661 14- 6=(-399) 454 LL = 25 PSF Ground Snow (Pg) 9.10=( 0) 95 14- 7=(-659) 316 Connector plate prefix designators: 7-15=( 0) 380 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -318/ 1870V -289/ 289H 5.50" 2.99 KDDF ( 625) 40'- 0.0" -318/ 1870V 0/ OH 5.50" 2.99 KDDF ( 625) !COND. 2: Design checked for net(-5 nsf) uplift at 24 "oc spacing.1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.017" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021' @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.190" @ 25'- 5.6' Allowed = 1.954" MAX TL CREEP DEFL = -0.339" @ 25'- 5.6' Allowed = 2.606" 20-00 20-00 MAX LL DEFL = -0.017" @ 41'- 8.0" Allowed = 0.167" 1 MAX TL CREEP DEFL = -0.021" @ 41'- 8.0" Allowed = 0.222" 7-06-03 5-10-14 6-06-14 5-04-12 6-01-04 5-10-12 2-07-04 MAX HORIZ. LL DEFL = 0.098' @ 39'- 6.5" T T ' ' T f T '1 MAX HORIZ. TL DEFL = 0.164" @ 39'- 6.5" 12 M-4x6 '---..17.00 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 4.0" 5 ,(1' Design conforms to main windforce-resisting ■\ system and components and cladding criteria. 12 M-5X6(5) �� Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.001/ 0.25„ oad duration M-1"5x4 latif Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), • M-5x6S .6, Truss designed for wind loads M-5x6(S) in the plane of the truss only. 0.25" M-1.5x4 if/ M-3x6 CD T ,....m=12014114 1,1-003 o 2 L;-> = 1i � 4r- 66` 11 13M 6x8 M-3x4 s 0 oM 5x o M-3x6 M-3x4 0.25" o 0 M-5x10(S) M-1.5x4 a*2X WEDGE 3.751 W/(2) M-3X4 TYP. 12 ), ,1 y , k py y y y 10-00-12 9-09-08 5-06-08 , 6-04-12 5-09 ?-05-0! y1-081, 25-06-08 12-00 2-05-08 , 1-08 40-00 1-08 PROF6- JOB NAME : POLYGON PLAN 3A NH - D3 Scale: 0.140706, '�' WARNINGS: GENERAL NOTES,unless otherwise noted: �/jb f . 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 Ct' s f r E `1- Truss: D3 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 fop and bottom chords to be laterally braced at 411 DES. BY: LJ 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'- mar. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /' DATE: 9/4/2014 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 alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. ' j A�OREGON `tl SEQ. : 6049765 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 AN design loads be applied to any component. and are for"dry condition"of use. 6. 14 "j'- TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if �y Q fabrication,handling,shipment end installation of components. necessary. *h RIO- 7. I 4' 7.Design assumes adequate drainage is provided. C�"7 fl 1 8.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 II I I II I III VIII VIII I II IIII TPINVECA in BCSI,copies of which will be furnished upon request. lines coincide with joint ate Inr che. 9. Digits indicate size of plate In Inches. CCvv{�r��jC�* i 4 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) Ehf IBES 12/31/201 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 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) 95 2-15=(-1026) 2239 15- 3=( 0) 223 11-23=( -37) 287 2x6 KDDF #1&BTR T3 SPACED 24.0° O.C. 2- 3=(-2739) 1391 1S-16=(-1028) 2237 3-16=( -312) 191 23-12=(-820) 473 BC: 2x6 KDDF #1&BTR 3. 4=(-2372) 1386 16.17=(-1089) 2305 16- 4=( -423) 852 12.24=(-556) 1228 WEBS: 2x4 KDDF STAND; LOADING 4- 5=(-1966) 1253 17-18=(-1158) 2463 16- 5=( -653) 423 2x4 KDDF STUD A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=( 0) 0 18-20=( -48) 98 5.17=( -53) 325 DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2318) 1470 20-21=( 0) 0 17- 7=( -312) 127 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7. 9=(-2553) 1595 19.22=(-1283) 2557 18- 7=( -183) 195 BC LATERAL SUPPORT <= 12"OC. UON. 8-10=( 0) 0 22.23=(-1248) 2558 18.19=(-1117) 2383 LL = 25 PSF Ground Snow (Pg) 9-10=(-2171) 1350 23-24=(-1710) 3371 7-19=( -182) 187 10.11=(-2583) 1506 24-13=(-1918) 3809 20-19=( 0) 87 NOTE: 2x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=(-3030) 1596 19- 9=( -42) 298 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12.13=(-4554) 2302 9-22=( -689) 454 13-14=( 0) 95 10-22=( -491) 985 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 22-11=( -471) 264 OVERHANGS: 20.0" 20.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). 0'- 0.0" -424/ 1870V -169/ 169H 5.50" 2.99 KDDF ( 625) Connector plate prefix designators: 40'- 0.0" -424/ 1870V 0/ OH 5.50" 2.99 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 'COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 15-11-11 8-00-10 15 11 11 MAX LL DEFL = -0.017" @ -1'- 8.0" Allowed = 0.167' MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" 5 05 0 04-08 4-10 12 3-10-03 4-03 14 MAX LL DEFL = 0.204" @ 24'- 7.3" Allowed = 1.954" MAX TL CREEP DEFL = -0.319" @ 24'- 7.3° Allowed = 2.606" T f 1r T T"T f T T MAX LL DEFL = -0.017'.@ 41'- 8.0" Allowed = 0.167" 5-11-12 3-10 3-10-12 0-04-04 4-03-14 2-09 MAX TL CREEP DEFL = -0.021' @ 41'- 8.0" Allowed = 0.222" T T T TT T ff T T T T 11-09 08 11.09 08 MAX HORIZ. LL DEFL = -0.098" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.134" @ 39'- 6.5" 12 M-3x0 M-3x4 12 NOTE:Design assumes moisture content does 7.00 7.00 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting M-4x6 5 T3 3x8 9 0 4x6 M-5x6 (S) M-5x6S system and components and cladding criteria. ( ) ` Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0.25" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0.25" 1 load duration factor=l.6, o1 Truss designed for wind loads . in the plane of the truss only. M-3x6 2 0 19 °D/ igi _ _ M 3x8 0 rn 22 23 2 o 15 1 4 17 to 20 21 9M-3x8 M-3x4 �1 4 � C) M-3x10 M-1.5x4 0.25"6 M-3x4 M-6x8 M-7x8 o M-6x8 0 M-7x8(S) M-1.5x4 **2X WEDGE 3.75 W/(2) M-3X4 TYP. 12 y y y y y 0-11104 y y y y y y 5-10 5-05 4-03-04 4-01-08 4-11-08 '1),' y 3.02-07 4-05-10 4-03-14 -05-0p , i 1-08, 24-09 y y 12-09-08 2-05-0 )-08 y y 25-06-08 0-09-08 14-05-08 y y 1-08 40-00 1-08 JOB NAME: POLYGON PLAN 3A NH - D2 9, ' Scale: 0.1406 `� i ' l' C WARNINGS: GENERAL NOTES,unless otherwise noted: +III fftt 17 a 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'OP Truss: D2 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. /"f 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �rr�. DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by te,, 400*^ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC) J terry . DATE: 9/4/2014 responsibilitybuilding designer. pbridging r q g(re s and/orn+ ywan(BCJ. - it the overall structure is the res onsibilit of the 3.2x Impact or lateral bracingrequired where shown++ OREGON rt /,� 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. "�? ,q_OREGON `V S E Q. : 6049766 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, 74 '+y Nt. A, design loads be applied to any component. and are for"dry condition"of use. / "" }f0, 20 4...TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and installation of components. Dnesign as. /1„1„ , Pl n{t V 7.Peagn assumesadequate drainage is sit tL.. 8.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 VIII I III VIII VIII III I I III III IIIITPIMRCA in BCSI,copies of which will be furnished upon request. lines coincide withjoint center linea 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 II III This design prepared from computer input by MI PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 40-00-00 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 DF 2400F; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 95 2-15=(-1208) 4537 15- 3=( 0) 333 11-23=( 0) 448 2x6 KDDF #1&BTR T2 2- 3=(-5477) 1562 15.16=(-1211) 4534 3.16=( -395) 270 23-12=(-1347) 230 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-5115) 1716 16-17=(-1618) 5102 16- 4=( -409) 1586 12-24=( -508) 2413 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 17-18=(-1732) 5404 16- 6=(•1445) 678 2x4 DF 2400F A; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 12'- 0.0" V 4- 6=(-4352) 1523 18-20=) -56) 173 6-17=( -101) 563 2x4 KDDF #1&BTR B; TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 12'- 0.0" TO 28'- 0.0" V 6- 7=(-5127) 1866 20-21=( 0) 0 17- 7=( -535) 238 2x4 KDDF STUD C IC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 28'- 0.0" TO 40'- 0.0" V 7- 8=(-5651) 2044 19.22=(-1806) 5657 18- 7=( -421) 326 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 40'- 0.0" V B-10=(-4805) 1657 22-23=(-1456) 5291 18.19=(-1687) 5270 TC LATERAL SUPPORT <= 12"OC. UON. 9-10=) 0) 0 23.24=(•1675) 6627 7.19=( -124) 377 BC LATERAL SUPPORT <= 12"OC. UON. TO CONC LL( 500.0)+DL( 140.0)= 640.0 LBS @ 12'- 0.0" 10.11=(-5607) 1876 24.13=(-1873) 7487 20.19=( 0) 130 • TO CONC LL( 500.0)+DL( 140.0)= 640.0 LBS @ 28'- 0.0" 11.12=(•6195) 1825 19- 8=( -59) 507 12.13=(•8925) 2330 8-22=(-1522) 727 NOTE: 2x4 BRACING AT 24"00 UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13-14=( 0) 95 10.22=( -501) 1848 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22.11=( -572) 273 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 20.0" 20.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -930/ 3422V -166/ 166H 5.50" 5.48 KDDF ( 625) Connector plate prefix designators: 40'- 0.0" -930/ 3422V 0/ OH 5.50" 5.48 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 sun uplift at 24 "cc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.016" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.019" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = -0.317" @ 24'- 7.3" Allowed = 1.954" 0-06-14 0-06-146- MAX TL CREEP DEFL = -0.630" @ 24'- 7.3" Allowed = 2.606" MAX LL DEFL = -0.017" @ 41'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 41'- 8.0" Allowed = 0.222" 11-11-11 16-00-10 11-11-11 '( T T T MAX HORIZ. LL DEFL = 0.159" @ 39'- 6.5" 5-11-12 5-05 3-03-01 4-03.04 5-03 3.03-05 4-03-14 4-03-14 2-09 MAX HORIZ. TL DEFL = 0.263" @ 39'- 6.5" T T 4 T T T "T T T T 640# 640# NOTE:Design assumes moisture content does 11-09-08 11-09-08 not exceed 19% at time of manufacture. 12 M-4.12 . M- x4 M-3x8 M-ix4 , M-5x10 12 Design conforms to main windforce-resisting 7.001/ 0 7.00 system and components and cladding criteria. IL . Wind: 140 mph, h=22.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3X4 1 load duration factor=1.6, yi + Truss designed for wind loads A in the plane of the truss only. M-4x8 c M 4x10 \ T. T �� M18HS•3x18 0 LL,, �" e mi� r -- 7 ti t 23 24 Ptspktiv.' to 2 15 6 17 1 0 QM-23x8 =M-4x4 1 4 a o M-1"5x4 0.25" M-3x4 M-0x8 M-7x10 o M16HS-7x14 O M-1.5X4 .,,2X WEDGE M-7x8(S) W/(2) M-3X4 TYP. 3.751 0 1 04 12 y y y y y � � 2 )' y y J, y 5-10 5-05 4-03-04 4-01-08 4-11-08 y 3-02.07 4-05-10 4-03-14 ,-05-0� 1-08y 24-09 1, ), 12-09-08 2-05-1 y y 25-06-08 0-09-08 14-05-08 y y 1-08 40-00 1-08 etc) PRO . JOB NAME : POLYGON PLAN 3A NH - D1 Scale: 0.1305 �5 �j'I y,7�y�� `9yr WARNINGS: GENERAL NOTES,unless otherwise noted: /r-�r 2,Ir�(C f�"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 J2 41 11 C L r Truss: D 1 and Warnings before construction commences. building component.Applicability of design parameters and proper �i 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: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c,respectively unless braced throughout their length by ter ir^ P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). it DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON l . 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 b, 'V SEQ. : 6049767 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 nn p design loads be applied to any component. and are for"dry condition"of use. 14' '. h4 TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge ifnIC') . ' fabrication,handling,shipment and Installation of components. Design as. � ` t� V 7.Plates assumes adequateatedon drainage Is of truss, r'F L 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located both faces of truss,and placed so their center II I I II I I I I III VIII II III TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincideictwith jointain inches.9.Digits indicate size of plate in Inches. ,! c5 t J n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXP(RES:123112015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 1.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF q1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -3) 118 5-6=(-261) 253 5.2=(-404) 214 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-139) 127 2-6=(-220) 238 WEBS: 2x4 KDDF STAND 3-4=( 0) 0 6.3=(-150) 157 LOADING TC LATERAL SUPPORT <= 12"OC. 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: 20.0" 0.0" 0'- 0.0" -55/ 442V -110/ 156H 5.50" 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 1.0" -891 206V 0/ OH 5.50" 0.33 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.014° @ -1'- 8.0" Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP,DEFL = -0.017" @ -1'- 8.0" Allowed = 0.222" 3-09-04 0-0 3-12 MAX TC PANEL LL DEFL = 0.025" @ 2'- 1.0° Allowed = 0,246" MAX TC PANEL TL DEFL = 0.025" @ 2'- 1.0" Allowed = 0.369" 12 MAX HORIZ. LL DEFL = -0.001" @ 3'- 7.5° 7.001/ MAX HORIZ. TL DEFL = -0.001" @ 3'- 7.5" M-1.5x4 4 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. gDesign 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, I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads M-3x4 in the plane of the truss only. v 411 /- f; E0 0 v r....i . sin L 0 0 0 N I MEI 5fi�� WAMM6 M-1.5x4 M-3x4 y y y 1-08 4-01 JOB NAME : POLYGON PLAN 3A NH - E2 Scale: 0.4901 *� rR :2 WARNINGS: GENERAL NOTES,unless otherwise noted: s JG ry "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 = 1,PE Truss: E 2 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. Irv++" 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by } 4641.11P Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). i ''fin r1,. DATE: 9/4/2014 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. "7+ ,,,,pp�``OREGON Ix ({f S E Q. : 6049768 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, '9 design loads be applied to any component. and are for"dry condition"of use. fX - ), ,� , Q Ce)�. TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. J�,`,T`'i:S R{i ' 7.Designassumes adequateed drainagehcisprovided.truss, PRO' I L- 8.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 II I I II II I I I I II I I III I IIITPI/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.fCompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 Flit This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 1.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -3) 118 5.6=(-261) 253 5-2=(-404) 214 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-139) 127 2.6=(-220) 238 WEBS: 2x4 KDDF STAND 3-4=( 0) 0 6.3=(-150) 157 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: 20.0" 0.0" 0'- 0.0" -55/ 442V -110/ 156H 5.50' 0.71 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 1.0" -89/ 206V 0/ OH 5.50" 0.33 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) M,M2OHS,M18HS,M16 = MiTek MT series 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 =-0.014" @ -1'- 8.0" Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.017" @ -1'- 8.0" Allowed = 0.222" 3-09-04 0-03-12 MAX TC PANEL LL DEFL = 0.025' @ 2'- 1.0" Allowed = 0.246" MAX TC PANEL TL DEFL = 0.025' @ 2'- 1.0' Allowed = 0.369" MAX HORIZ. LL DEFL = -0.001" @ 3'- 7.5" MAX HORIZ. TL DEFL = -0.001" @ 3'- 7.5" M-1.5x4 4 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 II Design conforms to main windforce-resisting system and components and cladding criteria. 7.00 I/ 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=1.6, Truss designed for wind loads M-3x4 in the plane of the truss only. v 0 111*1111111116 I 0 1111.-M 0 cm 00 1 MI 5►=� =�6 M-1.5x4 M-3x4 y y y 1-08 4-01 fit} PROpe JOB NAME : POLYGON PLAN 3A NH - E3 Scale: 0.4901 �cvv, �'�E �, WARNINGS: GENERAL NOTES,unless otherwise noted: Y4/1/ 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 s 92$$b r E I"- 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. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at f DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by J � a1a"" po y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). n r". DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ vREGvN P,� 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. if ,,q4'�__ -KJ SEQ. : 6049769 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< +7,4/ Q,l� design loads be applied to any component. and are for"dry condition"of use. ,+�^ 1' p , TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if �"' ty Q fabrication,handling,shipment and installation of components. Dnesign assumes PI�.y Iy V V 7. assumes adequateondrainage is truss, �'7 rl 4- 8.This design Is furnished subject to the imitations set forth by B.Plates shall be located on both faces of truss,and placed so their center i II I I 0 I� I III UI I 11 III IIII TPI WfCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. I� IN' 9.Digits indicate size of plate in inches. cv �tc[� MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) cnPI Re 3: n t 1 t201 VIII 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 1.0" 'COND. 2: Design checked for net(-5 Bsf) uplift at 24 "oc spacino. IC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 n assumes moisture content does NOTE:Design 2x4 KDDF #1&BTA SPACED 24.0' O.C. 9 not 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. Connectorplate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF p 9 TOTAL LOAD = 42.0 PSF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=15ft, TCOL=4,2,BCDL=6.0, ASCE 7-10, M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=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 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 2 —/ Refer to CompuTrus gable end detail for complete specifications. DESIGN ASSUMES SHEATHING TO ONE FACE. 12 7.00 L— v • 0 Nv rn 0 1111 CO0 N //////////////////////////////I -/ 3 4 y y y 1-08 4-01 tp PR D, , JOB NAME : POLYGON PLAN 3A NH - El Scale: 0.8153 ' s,, WARNINGS: GENERAL NOTES,unless otherwise noted: 9f1 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 e.922 4 1F E� C3 7 Truss: E 1 and Warnings before construction commences. building component.Applicability of design parameters end 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 rI�I� DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,t 4irrr is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .^" t t, ,^r,. DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON rt 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. "'*+,r ,g•OREGON tx 4'(,v SEQ. : 6049770 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- +y4:- ,TRANTRANS S I D: 407427 design loads be applied to any component. and are for"dry condition" use. PD wedge ✓n 9 /� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearingat all supports shown.Shim or if s.J 14, 1 fabrication,handling,shipment and installation of components. necessary. PRO' 1 i �} 7.Design assumes adequateatedon hdrainage iso truss, 4- 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located both faces of truss,and placed so their center VIII I II II I I I El 1111 III 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. V C C+ 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 11IIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.5=(0) 0 BC: 2x4 KDDF 111&BTR SPACED 24.0" 0.C. 2-3=(-559) 495 3.4=(-137) 87 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) D'- 0.0' -22/ 350V -195/ 417H 5.50' 0.56 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50' 0.22 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2' -410/ 472V 0/ OH 1.50" 0.60 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 11.2" -91/ 106V 0/ OH 1.50' 0.17 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 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 ',i MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TO PANEL LL DEFL = 0.145" @ 3'- 4.8" Allowed = 0.576" MAX TO PANEL TL DEFL = -0.145" @ 3'- 2.5" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.012" @ 9'- 10.4" MAX HORIZ. TL DEFL = -0.012" @ 9'- 10.4" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14.00 V Wind: 140 mph, h=24.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights),, Enclosed, Cat.2, Exp.B, MWFRS(Dir), ;l load duration factor=1.6, - Truss designed for wind loads o in the plane of the truss only. c N • O /- in P� 0/- -� 5.z� --0" a M-3x4 J, )' ,( 1, 0-10 6-00 3-11-03 'PROVIDE FULL BEARING:Jts:2,5,3,41 JOB NAME: POLYGON PLAN 3A NH - DJ10 Scale: 0.2986 �� ` WARNINGS: GENERAL NOTES,unless otherwise noted: 14,cJ i/// ..- 1. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 9L'a PE Truss: DJ 10 and Warnings before construction commences. building component.Applicability of design parameters and proper r �// 2.204 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 am. DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length bygiar continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). n DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ��EU�1� /,� Ir 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. 1X •+J S E Q. : 6049771 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, f % �A, `}A, design toads be applied to any component. and are for"dry condition"of use. 14 "2, 4r. TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if A` fabrication,handling,shipment and installation of components. necessary. t`�ry r� 1 y 7.Design assumes adequate drainage is provided. L:r}1�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 III I IIII III I II 1111 II III TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincideiawith jointcenterinches.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:12/31/2©15 (VIIISII This design prepared from computer input by i 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=( 0) 72 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-618) 500 3-4=(-217) 92 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4.5=( -59) 0 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: 10.0" 8.2" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -22/ 351V -207/ 465H 5.50" 0.56 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2° 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 5'- 11.2" -413/ 474V 0/ OH 1.50" 0.61 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 10'- 0.0" -178/ 178V 0/ OH 1.50" 0.23 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 nsf) uplift at 24 "oc ssacing.1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.001' @ 10'- 8.2" Allowed = 0.068" MAX TL CREEP DEFL = -0.001" @ 10'- 8.2" Allowed = 0.091" MAX TC PANEL LL DEFL = 0.144" @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.144" @ 3'- 2.5" Allowed = 0.864" • MAX HORIZ. LL DEFL = -0.014° @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.014" @ 9'- 11.2" NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 14.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. c") 0 0 Wind: 140 mph, h=24.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, N Truss designed for wind loads T in the plane of the truss only. 0 cat I,� c 6� M-3x4 1, ) y 0-10 6-00 4-08-03 (PROVIDE FULL BEARING:lts:2,6.3.41 0 PR are JOB NAME : POLYGON PLAN 3A NH - J11 Scale: 0.2849 ,;D 1Nj~ 1b . C %111 tor WARNINGS: GENERAL NOTES,unless otherwise noted: l', 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 92 41 f r�E r Truss: J 1 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. 4411, 04000,' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 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 sheathingsuch as plywood sheathing(TC) ' �, DATE: 9/4/2014 responsibilitybuilding designer. pbridging P cwq shownor drywall(BC). y the overall structure is the res onsibitit of the 3.2x Impact or lateral bracingrequired where ++ OREGON 'K. 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. "Pi ,r" 1REGON 4+ 44j S E Q. : 6049772 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.- -«7 design loads be applied to any component. and are for"dry condition"of use, /,,..++�� '�: 4� .. ` TRANS ID: 407427 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if ✓ �! 4 t fabrication,handling,shipment and installation of components. necessary. 'vlfi�y I i t 7.Designassumes adequatedonhdrainage Is provided. C tl t»%• 6.This dash/is furnished subject to the limitations set forth by 8,Plates shall be located on both faces of truss,and placed so their center II I I II 111 I I 110 II I I II TPI/WrCA 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./COmpuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2 01 5. IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.9" IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cq=1,00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF 81&BTR SPACED 24.0" O.C. 2-3=(-564) 500 3.4=(-140) 90 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 10.0' 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 350V -197/ 420H 5.50" 0.56 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2' -414/ 475V 0/ OH 1.50" 0.61 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 11.9" -93/ 109V 0/ OH 1.50" 0.17 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 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 = -0.001" 8 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.145" @ 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.144" @ 3'- 2.5" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.012" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.012" @ 9'- 11.2" - NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14.0Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), a, load duration factor=1.6, o Truss designed for wind loads in the plane of the truss only. 0 CV 0 in //// 0� 5.-.0 J, )' 1, y 0-10 6-00 3-11-15 'PROVIDE FULL BEABING;Jts:2,5,3,41 9,t0 e JOB NAME : POLYGON PLAN 3A NH - J10619 ((("""�,,(N 'bb"" , Scale: 0.2963 J ��y�+,� C WARNINGS: GENERAL NOTES,unless otherwise noted: (k. .,try rp,*�L s'�.- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92 Truss: J10 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.Addaional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibilityof the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by � "+�mmr f � continuous sheathing such as plywood sheathing(TC)and/or drywall(eC). OREGON �. DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /�� 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. "� -vJ SEQ. 6049773 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ��, ,q �` . design loads be applied to any component. and are for"dry condition"of use. 1 2,0N "�^... TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if 1 !y fabrication,handling,shipment and installation of components. necessary. ,Yrj 'l y A I y L V 7.Design assumes adequate drainage is provided. C r'7 8.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center II I I 11 I I I I II IIII II TPIANiCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 1 ID9. Digits indicate size of plate in Inches. vr� 11 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: IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 11.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2.3=(-480) 429 3-4=(-112) 49 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: 10.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 353V -177/ 376H 5.50' 0.57 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2' -374/ 440V 0/ OH 1.50" 0.56 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 8'- 11.9" -49/ 57V 0/ OH 1.50" 0.09 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 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 = -0.001" & 0'--10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001" 0 0'--10.0" Allowed = 0.111" MAX TO PANEL LL DEFL = 0.154" 0 3'- 4.8" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.155" 0 3'- 2.5" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.009" 0 8'- 11.2" MAX HORIZ. TL DEFL = -0.009" 0 8'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting system and components and cladding criteria. 14.00 7 Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), as load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 0U) //) 9� -vc5.z. ), ), y .1 0-10 6-00 2-11-15 'PROVIDE FULL BEARING:Jts:2.5,3.4i • ‹ o {(1C JOB NAME : POLYGON PLAN 3A NH - J9 Scale: 0.3198 's )N tr ciP H/1 WARNINGS: GENERAL NOTES,unless otherwise noted: 4 b -fir,, 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 92. II f t� Truss: J9 end 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: LJ Is the responsibility of the erector.Additionalbracing 2'o.c.and at 10'o.c.respectively unless braced throughout their length by po y permanent of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „.....",41101, DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ r� rC r�lt 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. "4' ,q'OREGON ti* ({f SEQ. : 6049774 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, 's7rf design loads be applied to any component, and are for"dry condition"of use. f0 -7}� ,� 2,° 4- 4.4, �..'�, ... TRANS I D: 40742 7 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. f-'r ,R R i 7.Designlatesassumes adequate ne dthinac a is providedtruss, . ! 8.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 I I I 1 II 111 I 11 II H I I IIITPIIWfCA 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./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 TRUSS SPAN 7'- 11.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2-3=(-419) 363 3-4=(-107) 44 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10,0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 354V -156/ 334H 5.50" 0.57 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -355/ 431V 0/ OH 1.50" 0.55 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.9" -17/ 10V 0/ OH 1.50" 0.02 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 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 = -0.001" @ 0'--10.0" Allowed = 0.083" 0 MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" . MAX TC PANEL LL DEFL = 0.199" @ 2'- 11.6" Allowed = 0.576" MAX TC PANEL TL DEFL = 0.180" @ 2'- 11.6" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.008" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.008" @ 7'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 % Design conforms to main windforce-resisting 14.00 7 system and components and cladding criteria. Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), rn load duration factor=1.6, o Truss designed for wind loads o in the plane of the truss only. a1 • 0 to �� �� 5 ►• �. 0 -V M-3x4 1, J, ,1 y 0-10 6-00 1-11-15 'PROVIDE FULL BEARING;Jts:2,5,3,41 PR /y JOB NAME : POLYGON PLAN 3A NH - J8 9 w Scale: 0.3473 \� j`` lf�g WARNINGS: GENERAL NOTES,unless otherwise noted' n..yyS. '//fpm 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 41 f`E r. Truss: J8 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown it. 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 girl+ DES. BY: LJ Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by .+'*i �"" P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). C• DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown tiOREit J 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 t,ON 'V SEQ. : 60497 75 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, / ,q le design loads be applied to any component. and are for"dry condition"of use. +� 14. t�4 TRANS I D: 40742 7 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge If tX T fabrication,handling,shipment and installation of components. necessary. Pi R I 'V P P 7.Design assumes adequate drainage is provided. 'C� it 1 v B.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center IIIIII II II 111111 II II I I II TPI WfCA in BCSI,copies of which will be furnished upon request. git coincideItwith joint center che. 9.Digitssiasize of tplate in Inches. [dc i MiTek USA,Ino./CompuTrus Software 7.6.6(1 L)-E la.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31/2015 1111III 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 I.2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0° O.C. 2-3=(-338) 186 3.4=( -86) 0 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 11.9" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -34/ 368V -130/ 313H 5.50" 0.59 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 146V 0/ OH 5.50" 0.23 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 6'- 0.0" -288/ 278V 0/ OH 1.50" 0.36 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. (COND. 2: Design checked for net(-5 psf) uplift at 24 floc spacing.] THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 4 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 -/ MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.003" @ 6'- 11.9" Allowed = 0.099" MAX TL CREEP DEFL = -0.003" @ 6'- 11.9" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.296" @ 3'- 7.3' Allowed = 0.576" MAX TC PANEL TL DEFL = -0.288" @ 3'- 5.2" Allowed = 0.864' A( MAX HORIZ. LL DEFL = -0.006" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.006" @ 5'- 11.2" 12 NOTE:Design assumes moisture content does 14.00 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. o) Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), r` load duration factor=1.6, o Truss designed for wind loads co in the plane of the truss only. 0 r/- U) �� o- ►� 5►� -,- O M-3x4 1, ), ) ), 0-10 6-00 0-11-15 (PROVIDE FULL BEARING;Jts:2,5,31 JOB NAME : POLYGON PLAN 3A NH - J7 NEt�,� *S> Scale: 0.3817 ,'?, {fi�, 1,p Q? Jt 7r WARNINGS: GENERAL NOTES,unless otherwise noted: * 'PPE "�{ 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'+F E Truss: J7 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 stabilay during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalbracing 2'o.c.and at 10'o.c.respectively unless braced throughout their length by herr p y permanent of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �" - DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ n Y n r4,t-. SEQ 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, ,q��OREGON W S E Q. : 6049776 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, '74;1, ,,/- ^/ +�Q'' design loads be applied to any component. and are for"dry condition"of use. f '� � ..'.. TRANS I D: 40742 7 5.CompuTrus has no control over and assumes no responsibility for the 8•Design assumes full bearing at all supports shown.Shim or wedge if , �Q fabrication,handling,shipment and installation of components. Designneas. '4 'F?RIO- 6. t 4 7. laesassumes adequate ne drainagecis truss, C: rt 4-1r 8.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 II I 11111 II I I I I 11 01 I 111111 TPI/WrCA 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./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) Eh('p I RC :.{I G!o i l/2015 III II III 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) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" D.C. 2-3=(-224) 185 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: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 379V -117/ 254H 5.50" 0.61 KDDF ( 625) 5'- 9.2" 0/ 147V 0/ OH 5.50" 0.24 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.9" -163/ 201V 0/ OH 1.50" 0.32 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ICOND. 2: Design checked for net(-5 pafl uplift at 24 "oc spacing.) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5-11-15 MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083" T T MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.342" @ 3'- 7.2" Allowed = 0.575" MAX TC PANEL TL DEFL = -0.289" @ 3'- 5.2" Allowed = 0.863" 0 MAX HORIZ. LL DEFL = -0.004" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.004" @ 5'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12Design conforms to main windforce-resisting 14.00r system and components and cladding criteria. Wind: 140 mph, h=22.1ft, 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 0 r` 0 to �� o' _� 4z� -/ 0 M-3x4 y 1 y 0-10 6-00 (PROVIDE FULL BEARING;Jts:2.4,31 JOB NAME : POLYGON PLAN 3A NH - J6 c +N s} Scale: 0.4126 \ WARNINGS: GENERAL NOTES,unless otherwise noted: ry��� � 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 Ct' =�9G•11 P E i"Y Truss: J6 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 i1A"err DES. BY: LJ 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 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1• (t DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON E1� 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' OR 4G S E Q. : 6049777 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-- -07�i� � b' As TRANS ID: 407427 design loads be applied to any component. and are for"dry condition"of use. 14 '2" 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if ^�j Cs fabrication,handling,shipment and installation of components. necessary. �-`�'i R 1�y V 7.Designassumes adequate drainage is truss,and j't v 8.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss, placed so their center 11 I I 11011 I I III III II 111111 TPI/WfCA in BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. 10. EXPIRES: 'M r1 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!31/2'015 111 I IIII 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 IC: 2x4 KDDF q1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF 111&BTR SPACED 24.0" O.C. 2-3=(-181) 158 TO LATERAL SUPPORT <n 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 SO.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF Cr- 0.0" -22/ 352V -98/ 217H 5.50' 0.56 KDDF ( 625) 4'- 11.2" -166/ 179V 0/ OH 1.50" 0.29 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 71V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 Intl uplift at 24 "oc spacing,) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" 4-11-15 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.027" T T MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.036" MAX TC PANEL LL DEFL = 0.145" @ 2'- 10.3" Allowed = 0.473" MAX TO PANEL TL DEFL = -0.135" @ 2'- 10.5" Allowed = 0.709' 0 MAX HORIZ. LL DEFL = -0.003" @ 4'- 11.2" MAX HORIZ. TL DEFL = -0.003" @ 4'- 11.2" 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 14.00[ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads oin the plane of the truss only. co 0 f 11, 0f � � 0 M-3x4 1, J, y 0-10 6-00 (PROVIDE FULL BEARING;Jts:2,3,41 t,0 PRO,rt�, JOB NAME : POLYGON PLAN 3A NH - J5 c� 1Nr �s, Scale: 0.4405 C:3'‘ j//r °i WARNINGS: GENERAL NOTES,unless otherwise noted: �/+C/ +�y.y tL PE. .yam 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 I r S Truss: J5 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bracing must be installed where shown+• Incorporation of component is the responsibility of the building designer. joie 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �1r DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by .e is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ CC r�n SEQ 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. _ ,f. OREGON 1.4,S E Q. : 6049778 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»- +yt` A, TRANS I D: 407427 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 8.Design assumes full bearing at all supports shown.Shim or wedge if 14, fabrication,handling,shipment and installation of components. necessary. jj,� �+ Design assumes adequate drainage is provided. 4- 7. 8.This design is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center II I I II I I I I II III I 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./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 'IIIA' 'III 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) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-134) 132 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: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -11/ 322V -79/ 180H 5.50" 0.52 KDDF ( 625) 3'- 11.2' -166/ 161V 0/ OH 1.50" 0.26 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 61V 0/ OH 5.50" 0.10 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psft 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 = -0.001" @ 0'--10.0" Allowed = 0.083" 3-11-15 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" ,( ,' MAX LL DEFL = 0.000' @ 0'- 0.0" Allowed = 0.077" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.103" -/ MAX TC PANEL LL DEFL = 0.056" @ 2'- 2.3" Allowed = 0.371" MAX BC PANEL TL DEFL = -0.037" 8 3'- 1.4' Allowed = 0.339' 12 44 MAX HORIZ. LL DEFL = -0.002" @ 3'- 11.2" MAX HORIZ. TL DEFL = -0.002" @ 3'- 11.2" 14.00 7 NOTE:Design assumes moisture content does not 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, pb o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=1.6, o Truss designed for wind loads in the plane of the truss only. to0 0 0 ./-ct ► .t4 -/ M-3x4 y y y 0-10 6-00 'PROVIDE FULL BEARING:Jts:2.3,4' 410PROpe JOB NAME : POLYGON PLAN 3A NH - J4 Scale: 0.5097 *5�' N `9'' 4 1/1 ' 9 WARNINGS: GENERAL NOTES,unless otherwise noted: - ry,,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: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper o 2.204 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: LJ 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 400001P continuous sheathing such as plywood sheathing(TC)andfor drywall(BC). , ` Cr DATE: 9/4/2014 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. ,�- OREGON �, `V SEQ. : 6049779 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� design toads be applied to any component and are for"dry condition"of use. . 14 '�„ ty,,. TRANS I D: 407427 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.fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. PR I y- 8.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center III I II I I I II III III III TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. B. 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 1E1 11 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) 72 2.4=(0) 0 BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. 2-3=(-82) 107 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 BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" 0/ 292V -60/ 144H 5.50" 0.47 KDDF ( 625) 2'- 11.2" -162/ 143V 0/ OH 1.50" 0.23 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 53V 0/ OH 5.50" 0.09 KDDF ( 625) C,CN,C18,CN16 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 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. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083" 2-11-15 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" T MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.127" MAX BC PANEL LL DEFL = -0.009' @ 2'- 8.6" Allowed.= 0.254" 12 -/ MAX TC PANEL TL DEFL = -0.017" @ 1'- 8.4" Allowed = 0.402" MAX BC PANEL TL DEFL = -0.031' @ 3'- 1.4" Allowed = 0.339" 14.00 7 MAX HORIZ. LL DEFL = -0,001' @ 2'- 11.2" P) MAX HORIZ. TL DEFL = 0.001" @ 2'- 11.2' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. am o 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, CO Truss designed for wind loads in the plane of the truss only. o/ in �� 0 Cr �� ►�4 M-3x4 y y y 0-10 1PROVIDE FULL BEARING;Jts:2.3,41 6-00 ti, `0 PROpt,,S JOB NAME : POLYGON PLAN 3A NH - J3 � N0q Scale: 0.5914 °ThQ WARNINGS: GENERAL NOTES,unless otherwise noted: ` �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 7.92 I SPE 1,, Truss: J3 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: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by , Imre Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). +"woo " ry„ DATE: 9/4/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 411 �y "i. 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. ;r �}}',OREGON +r{f SEQ. : 6049780 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!- -+^/ Ayi A. design loads be applied to any component. and are for"dry condition"of use. ,+, 'y fr ,� e 20 4.. TRANS I D: 407427 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 L! p, fabrication,handling,shipment and installation of components. necessary. li nt` i 7.Design assumes adequate drainage is truss, L1» 8.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 MINI I II 11111 I III I II 111 TPIM?CA in BCSI,copies of which will be furnished upon request. lines coincide web joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Ina/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 III II 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) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-53) 85 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: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -17/ 263V -42/ 108H 5.50" 0.42 KDDF ( 625) 1'- 11.2' -147/ 129V 0/ OH 1.50" 0.21 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 49V 0/ OH 5.50" 0.08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND. 2: Design checked for net(-5 WI 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 = -0.001° @ 0'--10.0" Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001° @ 0'--10.0" Allowed = 0.111" 1-11-15 MAX TC PANEL LL DEFL = 0.004' @ 1'- 3.1' Allowed = 0,166" '( '( MAX TC PANEL TL DEFL = -0.006" @ 1'- 1.6" Allowed = 0.249" MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6' Allowed = 0.254" 12 MAX BC PANEL TL DEFL = -0.023" @ 3'- 3.8" Allowed = 0.339" 14.00 7 MAX HORIZ. LL DEFL = -0.000' @ 1'- 11.2" -/ MAX HORIZ. TL DEFL = 0.000" @ 1'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. '4 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.Bft, TCDL=4,2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads a in the plane of the truss only. o� cs �� ►� ►�4 M-3x4 y y y 0-10 (PROVIDE FULL BEARING:Uts:2.3.4i 6-00 „i0 P R opet„ JOB NAME : POLYGON PLAN 3A NH - J2 sale; 0.64DB ,54,' _i�`/�y 1 ` a WARNINGS: GENERAL NOTES,unless otherwise noted: 41L/ i /11 rt ' ' 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$11r E co- TrussTruss: : J 2 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 i DES. BY: LJ Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). n n (� DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 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. -7J ,q_v `st SEQ. : 6049781 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, v�q�7 Qr1 4. design loads be applied to any component. and are for"dry condition"of use. ,C/ -7 14, 2. py TRANS I D: 407427 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 d,�` V� fabrication,handling,shipment and installation of components. necessary. (Y/ P y y I V. P P 7.Plates assumes adequateated drainagehcis truss, (l 8.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 III I II I I I I 111111 I I IIITPINYrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. t n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 IIIIII 11111 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) 72 2-4=(0) 0 BC: 2x4 KDDF 1/1&BTA SPACED 24.0' O.C. 2.3=(-54) 119 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 NORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -121/ 260V -24/ 73H 5.50" 0.42 KDDF ( 625) 0'- 11.2" -51/ 173V 0/ OH 1.50" 0.28 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND" 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 = -0.001" @ 0'--10.0" Allowed = 0.083' 0-11-15 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.001" @ 0'- 8.1" Allowed = 0.062' MAX TC PANEL TL DEFL = -0.001" @ 0'- 8.1" Allowed = 0.093° • MAX BC PANEL LL DEFL = 0.005" @ 2'- 8.6" Allowed = 0.254' 12 MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.339° 14.007 MAX HORIZ. LL DEFL = -0.001" @ 0'- 11.2" MAX HORIZ. TL DEFL = 0.000" @ 0'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. �r Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (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. o/ T -r- t.0 gig/ 0 of- 4 -/ J' ,' * 0-10 PROVIDE FULL BEARING'Jts:2 3 4 6-00 JOB NAME : POLYGON PLAN 3A NH - J1 s Scale: 0.7112 \�7Y((/J�(11yC7r,�} WARNINGS: GENERAL NOTES,unless otherwise noted: 44-, f 1 !f t 1 -5y •9 r�Ct- 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 r Truss: J 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 sir DES. BY: LJ 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 plywoodsheathing(TC)eres and/or drywall(BC). DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON r1 Ltd 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. 'r' ,,gg__OREGON t W SS E Q. : 6049782 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, ;�, "'9,g ��'k i*t^` design loads be applied to any component. and are for"dry condition"of use. + �` 14, "`{{^^-- T RAMS I D: 40742 7 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if d. �y fabrication,handling,shipment and installation of components. necessary. '�lr.,R i 1-.\- 6. L+ 7.Designlaesassumesadequateon edth drainage iso truss,a Lt'}' 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 II 1 E0 II I III III 1111 III II TPUWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. N9. Digits indicate size of plate in inches. EXPIRES: 7 f n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) EXPI RES:12€31/2015 IIIIIIIIIIII 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) 72 2.7=(-102) 130 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-436) 137 6-8=(-132) 166 6.3=( 0) 52 WEBS: 2x4 KDDF STAND 3-4=(-403) 176 3-8=(-199) 158 LOADING 4.5=(-212) 37 IC LATERAL SUPPORT <= 12"OC. 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 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 11.9" LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -19/ 272V -131/ 315H 5.50" 0.43 KDDF ( 625) Connector plate prefix designators: 4'- 11.2" -327/ 512V 0/ OH 1.50' 0.66 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" -8/ 112V 0/ OH 5.50" 0.18 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I 6-11-15 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083" 5 MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.027" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.036" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.099" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.013" @ 3'- 11.1" Allowed = 0.237" MAX TC PANEL TL DEFL = 0.029" @ 3'- 11.0" Allowed = 0.356' 12 MAX HORIZ. LL DEFL = 0.013" @ 5'- 8.6" MAX HORIZ. TL DEFL = 0.015" @ 5'- 8.6" 14.007 0NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 0 0 Design conforms to main windforce-resisting c system and components and cladding criteria. co M-4x6 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 1111116. Truss designed for wind loads �� in the plane of the truss only. C 98 . 7/- , 8 -/ o� St o M-1.5x4 O ' M-3x4 M73x4 0 M-3x6 1, y /, 2-03-12 3-08.04 1, 1, y 1, 0-10 2-05-08 4-06-07 ), /, 0-11-15 1, y 6-11-15 1PROVIDE FULL BEARING;Jts:2,4,01 tOPROp' "S JOB NAME : POLYGON PLAN 3A NH - CJ7 Scale: 0.3032 ,,� r , WARNINGS: GENERAL NOTES,unless otherwise noted: 44 Ct' 2 -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 +9 L. t EpE r Truss: CJ 7 and Warnings before construction commences. building component.Applicability of design parameters and proper //J 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: LJ is the responsibility of the erector.Additionalbracing 2'o.c.and at 10'o.c,respectively unless braced throughout their length by �* !^" p y permanent of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). l ��- ty., DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON /`a 4.No load should be applied to any component until after alt bracing and 4.Installation of truss is the responsibility of the respective contractor. -',7` it_OREGON (h 4 S E Q. : 6049783 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 ,7�t 0 A, design loads be applied to any component. and are for"dry condition"of use. /6 -.7}` 14! u�-q ^A.- TRANS I D: 40742 7 5.CompuTrus has no control over and assumes no responsibility for the e•Design assumes full bearing at all supports shown.Shim or wedge if *VJ �y fabrication,handling,shipment and installation of components. necessary. 4 'R R 1` x V 7.Desgn assumes adequate drainage is 1 ed. 4- 8.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center Ill I I II 11111 I III III II 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./CompuTrus Software 7.6.6(1 L)-Z 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 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) 72 2.7=(-123) 142 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-209) 43 6-8=(-158) 182 6-3=( 0) 52 WEBS: 2x4 KDDF STAND 3.4=(-103) 76 3.8=(-218) 189 LOADING 4.5=( 0) 0 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 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -25/ 357V -99/ 218H 5.50' 0.57 KDDF ( 625) Connector plate prefix designators: 4'- 11.2" -96/ 158V 0/ OH 1.50" 0.20 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0' -36/ 135V 0/ OH 5.50' 0.22 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP (COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.( 5-11-15 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083" 5 MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" -/ MAX IL DEFL = 0.008" @ 2'- 3.8" Allowed = 0.221" MAX TL CREEP DEFL = -0.009" @ 2'- 3.8' Allowed = 0.294' MAX LL DEFL = 0.000' @ 0'- 0.0" Allowed = 0.027' MAX TL CREEP DEFL = 0.000' @ 0'- 0,0" Allowed = 0.036" MAX HORIZ. LL DEFL = -0.016" @ 5'- 8.6" MAX HORIZ. TL DEFL = 0.016" @ 5'- 8.6" 12 0 NOTE:Design assumes moisture content does 14.00 7 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 0 o Wind: 140 mph, h=22.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, load duraHeigtion factor= 1.6 Cat.2, Exp.B, MWFRS(Dir), M-4x6 to Truss designed for wind loads in the plane of the truss only. 8 o At co , '7,- IN " o �� m o M-1.5x4 o� M13x4 c3 M-3x4 M-3x6 2-03-12 3-08-04 y y y ), 0-10 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING:Jts:2,4,8I 0. Q PRQp JOB NAME : POLYGON PLAN 3A NH - CJ6 t�r��-7(ry s, Scale: 0.3741 C. �( ! L��Qwp {� ')"' 0 WARNINGS: GENERAL NOTES,unless otherwise noted: f�1+'y t 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 T 92 41 0 i-. Truss: CJ 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. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 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: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown(.' r^�� pw,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. // OREGON N. `*d non-corrosiveSEQ. : 6049784 fasteners are complete and at no time should any lOads greater than 5.Design assumes trusses are to be used in a environment, 7 r*. 4, design loads be applied to any component. and are for"dry condition"of use. - f„+# .II' '� 14 r�(} �..� TRANS I D: 40742 7 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If V fabrication,handling,shipment and installation of components, necessary. '".ii R 15 7.Designlaesassumes adequate ne dthi face is truss, 1 L.- 8.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 II I I II I I I III(III 11111 I III TPI/VVTCA IITPI/WfCA In BCSI,copies of which will be furnished upon request. lines coincide wjoint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1088(MiTek) EXPIRES:12/31/2015 III II 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 k1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.6=(-123) 142 6-5=( 0) 18 BC: 2x4 KDDF #1&BTA SPACED 24.0" O.C. 2.3=(-209) 43 5.7=(-158) 182 5.3=( 0) 52 WEBS: 2x4 KDDF STAND 3.4=(-103) 76 3.7=(-218) 189 LOADING TC LATERAL SUPPORT <= 12"OC. 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 BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0' 0'- 0.0" -25/ 357V -98/ 217H 5.50" 0.57 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 11.2" -104/ 106V 0/ OH 1.50" 0.17 KDDF ( 625) Connector plate prefix designators: 6'- 0.0" -36/ 135V 0/ OH 5.50" 0.22 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series 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 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4-11-15 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111: MAX LL DEFL = 0.008' @ 2'- 3.8" Allowed = 0.221" MAX TL CREEP DEFL = -0.009" @ 2'- 3.8" Allowed = 0.294" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.027" 0MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.036" MAX HORIZ. LL DEFL = -0.016' @ 5'- 8.6" 12 MAX HORIZ. TL DEFL = 0.016' @ 5'- 8.6" 14.00 7 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. M-4x6 0 co Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, c (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), to load duration factor=1.6, 4S:i Truss designed for wind loads in the plane of the truss only. A cc, -4, D IN ►-� 7f- 11. , to �� mi M 3x4 o M-1.5x4 D/- D �- 6 0 M-3x4 M-3x6 2-03-12 3-08-04 1, , ), ), 0-10 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING:Jts:2.4.71 cDPROpe JOB NAME : POLYGON PLAN 3A NH - CJ5 Scale: 0.4212 \ -TrusWARNINGS: GENERAL NOTES,unless otherwise noted: 01/ 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 t92611PE `(- Truss: s: CJ 5 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: LJ 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 s{mss4/0100P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /" n . DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON EGON SEQ. 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_vv -c,< S E Q. : 6049785 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, 4f -f!,Q �Is,� A, design loads be applied to any component. and are for"dry condition"of use. }' 14' 2- �.ne TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the 6.Design 0 sa assumes full bearing at all supports shown.Shim or wedge if t fabrication,handling,shipment and installation of components. ry. eR A I�"1,.. 7.Designlaesassumes adequate both lace is truss,e 6.This design is furnished subject to the imitations set forth by 8.Plates shell be located on both faces of truss,end placed so their center III I I 1111111111111 IIITPIM/TCA 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./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) EXPI RES:.12 31/2015 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=( 0) 72 2.7=(-55) 74 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-144) 0 6-8=(-71) 95 6-3=( 0) 52 WEBS: 2x4 KDDF STAND 3-4=( -14) 39 3-8=(-113) 85 LOADING 4-5=( 0) 0 TC LATERAL SUPPORT <= 12"OC. 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 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 298V -61/ 145H 5.50" 0.48 KDDF ( 625) Connector plate prefix designators: 2'- 11.2" -99/ 127V 0/ OH 1.50" 0.16 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" 0/ 86V 0/ OH 5.50" 0.14 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacina.I 3-11-15 AND BOTTOM TTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001° @ 0'--10.0" Allowed = 0.083" 5MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.004" @ 2'- 3.8" Allowed = 0.121" MAX TL CREEP DEFL = -0.005' @ 2'- 3.8" Allowed = 0.161" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.127" 12 MAX BC PANEL TL DEFL = -0.009" @ 3'- 9.3" Allowed = 0.199" 14.00 7 MAX HORIZ. LL DEFL = -0.007" @ 5'- 8.6" MAX HORIZ. TL DEFL = 0.008" @ 5'- 8.6" M-4x6 NOTE:Design assumes moisture content does V not exceed 19% at time of manufacture. j. o Design conforms to main windforce-resisting system and components and cladding criteria. 111=MPi 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. 4>v 8 o� 2 M-3x6 cu in �� mi c M-1.5x4 o =� 7 c - M-3x4 M-3x4 y y ,1 2-03-12 3-08-04 y ) ), 1, 0-10 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING:Jts:2.4.81 3 PRO -s JOB NAME : POLYGON PLAN 3A NH - CJ4 (N;= r Scale: 0.4823 c*` 1 7 �� { WARNINGS: GENERAL NOTES,unless otherwise noted: * (++1y'� ry r- 5'' 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 4 11r-E r Truss: CJ 4 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown n. 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: LJ 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). 'r - CC DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ n Y f',^i- 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 4,,OREGON tx "4Y SEQ. : 6049786 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 "7 N. 4, design loads be applied to any component. and are for"dry condition"of use. f,.+, > 7}' ?4 r„Q - TRAN S I D: 407427 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 CJ .0- fabrication,handling,shipment and Installation of components. necessary. /� R1i 7.Designlaesassumes atedadequate drainage isprovided.truss, f L 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center II I 11111 11111 I 111 I III III I 111 I TPI/WfCA 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./CompuTrus Software 7.6.6(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1998(MiTek) EXPIRES:12/31/2015 11111111 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) 72 2.6=(-55) 74 6-5=( 0) 16 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-144) 0 5-7=(-71) 95 5.3=( 0) 52 WEBS: 2x4 KDDF STAND 3.4=( -14) 39 3.7=(-113) 85 LOADING TC LATERAL SUPPORT <= 12"OC. 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: 10.0" 0.0" 0'- 0.0" -22/ 298V -60/ 144H 5.50" 0.48 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 11.2" -106/ 77V 0/ OH 1.50" 0.12 KDDF ( 625) Connector plate prefix designators: 6'- 0.0" 0/ 86V 0/ OH 5.50" 0.14 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series 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 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 2-11-15 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" @ O'--10.0" Allowed = 0.083" T ,r MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.004" @ 2'- 3.8" Allowed = 0.121" 12 -/ MAX TL CREEP DEFL = -0.005" @ 2'- 3.8" Allowed = 0.161" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.127" 14.00 V M-4x6 - MAX BC PANEL TL DEFL = -0.009" @ 3'- 9.3" Allowed = 0.199" I) MAX HORIZ. LL DEFL = -0.007" @ 5'- 8.6" 4411111111111 MAX HORIZ. TL DEFL = 0.008" @ 5'- 8.6" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 0 Design conforms to main windforce-resisting o CO 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=1.6, Truss designed for wind loads in the plane of the truss only. A 98 �� M-3x4 o M-1.5x4 o m o� ►t 6 M-3x4 M-3x6 * * * 2-03-12 3-08-04 * * * y 0-10 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING;Jts:2,4,7I 0'N-0 PR 0r t JOB NAME : POLYGON PLAN 3A NH - CJ3 Scale: 0.5594 F. INE-t�� - WARNINGS: GENERAL NOTES,unless otherwise noted: t� tilrj17' 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 *92!11 r E r Truss: CJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper /!J 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: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length byr�rr continuous sheathing such as plywoodsheathing(TC)and/or drywall(BC). fy. DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 3RE�ayq„i 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/ it.OREGON -.4J S E Q. : 6049787 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, #"-f, -°7„ R �N1?* design loads be applied to any component. and are for"dry condition"of use. +� 14 , TRANS I D: 407427 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if A� t9 fabrication,handling,shipment and installation of components. necessary. , `�/, e-,Al i 4 V 7.Plates assumes atedadequate draothi ae isprovided.truss, C,f"f L5.-• 8.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 II I I HID I I I I MI II II III TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. a.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1e88(MiTek) EXPIRES:12/31/2015 (IIIIII 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 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(-31) 43 6-5=( -3) 16 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-99) 0 6.7v( 0) 0 5.3v( 0) 53 WEBS: 2x4 KDDF STAND 3-4=(-36) 39 5-8=(-42) 58 3.8=(-60) 44 LOADING TC LATERAL SUPPORT <= 12"OC. 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 50.IN. (SPECIES) OVERHANGS: 10.0" 0.0" 0'- 0.0" -231 259V -42/ 108H 5.50" 0.41 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.2" -142/ 99V 0/ OH 1.50" 0.16 KDDF ( 625) Connector plate prefix designators: 6'- 0.0" 0/ 63V 0/ OH 5.50" 0.10 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series 1-11-15 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'f '1 (GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" 14.00 7 MAX LL DEFL = 0.001" @ 1'- 3.7" Allowed = 0.071" - MAX LL DEFL = 0.000" @ 5'- 3.5" Allowed = 0.177" MAX IC PANEL TL DEFL = 0.003" @ 0'- 10.4" Allowed = 0.140' M-4x6 MAX BC PANEL TL DEFL = -0.012" @ 3'- 3.6° Allowed = 0.208" 4 MAX HORIZ. LL DEFL = -0.002" @ 5'- 3.5" c MAX HORIZ. TL DEFL = 0.003" @ 5'- 3.5" cm NOTE:Design assumes moisture content does not exceed 199s at time of manufacture. N Design conforms to main windforce-resisting system and components and cladding criteria. �� Wind: 140 mph, h=19.8ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), IIII III �� 411 I�1 8 load duration factor=l.6, 1�1 n M-1"5x4 Truss designed for wind loads o �� m in the plane of the truss only. o/- ►t -3x4 7 0 M-3x4 M-3x6 y y ), ,l- 1-03-12 1-03-12 3-11-12 0-08-08 • 0-10 1-05-08 4-06-08 y y * y 2-05-08 1-00 3-06-08 * * (PROVIDE FULL BEARING;Jts:2,4,81 6-00 ., 0 PRQF , JOB NAME : POLYGON PLAN 3A NH - CJ2 NE ' Scale: 0.5781 Vie* //1 J f� WARNINGS: GENERAL NOTES,unless otherwise noted: a �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 I.92!PPE Truss: CJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper /'r/ 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: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 14011111.* te is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). k, �y.. DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ r 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. 17, ,q_OREGON Ix ^c,F SEQ. : 6049788 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 design loads be applied to any component. and are for"dry condition"of use. / 'II' 14 2-a �^- TRAN S I D: 40742 7 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if a` {y fabrication,handling,shipment and installation of components. necessary. `yJi� V 7.Designlaesassumes atedadequate drainage is truss, .r-�RIO- 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 II II II I III III I I I II TPIM?CA 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)-Z 10.For basic connector piste design values see ESR-1311,ESR-1988(MiTek) EXPI RES:1 ry/31/x2015 III IIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 1.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 95 2-4=(0) 0 BC: 2x4 KDDF @I&BTR SPACED 24.0' O.C. 2-3=(-31) 23 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: 20.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0,0" -278/ 895V -10/ 55H 5.50" 1.43 KDDF ( 625) 1'- 1.0" -614/ 207V 0/ OH 5.50" 0.33 KDDF ( 625) ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.021" @ -1'- 8.0" Allowed = 0.167" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL LL DEFL = -0.000" @ Cr- 7.5" Allowed = 0.013" MAX BC PANEL TL DEFL = 0.000" @ 0'- 7.5" Allowed = 0.017" PROVIDE SUPPORT NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 3 Design conforms to main windfnrce-resisting 7.00 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), co load duration factor=1.6, o Truss designed for wind loads A- E, in the plane of the truss only. 0 III giA 0 0 2� 4 M-:x4 1 J, 1, y 1-08 1-01 to PRt1FS JOB NAME : POLYGON PLAN 3A NH - Fl �,Kok" „'.4.,11 (((;;;��'Nk' c f Scale: 1.0553 C 4 J {�� QI WARNINGS: GENERAL NOTES,unless otherwise noted: x,7�1(2�y$ _-v�. 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$ORE Truss: Fl 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 moi' DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by }rArr is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). fy.. DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON I't' 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. ",Q" v -•c/ SEQ. : 6049789 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, L� l� �N. A, design loads be applied to any component. and are for"dry condition"of use. s,/ 1'' 14, 2' 14A4 TRANS I D: 40742 7 5.CompuT us has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if c., fabrication,handling,shipment and installation of components. necessary. ""C/"1 IRO- 7.Design assumes adequate drainage is provided. V 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 1111111 III 11111 I III III Hill I I 1 III TPIANlCA 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./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:1 G x1/31/2015 1 C R O GV IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 1.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 114 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-92) 49 WEBS: 2x4 DF STAND LOADING IC 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 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -157/ 578V -31/ 120H 5.50" 0.93 KDDF ( 625) OVERHANGS: 24.0" 0.0" 1'- 9.2" -120/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 1.3" -45/ 97V 0/ OH 1.50" 0.16 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' 12 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 , 7.00 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.036" @ -2'- 0.0' Allowed = 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267" -/ MAX TC PANEL LL DEFL = 0.007" @ 1'- 5.5" Allowed = 0.247" MAX TC PANEL TL DEFL = 0.007" @ 1'- 5.5" Allowed = 0.370" MAX HORIZ. LL DEFL = -0.000" @ 4'- 0.6" MAX HORIZ. TL DEFL = -0.000" @ 4'- 0.6" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting o . system and components and cladding criteria. o Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), N load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0/ 11111.1111 o OA- /IIIIIIIIIIIIII 41111111.. -! M-3x6 0 y ), y y 1-08 2-00 2-01-05 'PROVIDE FULL BEARING:Jts:2.4.3I JOB NAME : POLYGON PLAN 3A NH - SJ 1Scale: 0.7432 ` ` Il WARNINGS: GENERAL NOTES,unless otherwise noted. +9t�yryry 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 =9 L.I f t�r� (- Truss: SJ 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: LJ is the responsibility of the erector.Additionalbracing 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 19 p y permanent of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). . ! , DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ h n 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. '77 (OREGON 40SEQ. : 6049790 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.* -.7 +�4 A, TRANS I D: 407427 design loads be applied to any component, 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry condition"of use. 6.Design assumes full bearing at all supports shown.Shim or wedge if f;.+, "Q}+ € ,� ' eQt�...... �T fabrication,handling,shipment and installation of components. necessary. FMRIO' ' o7.Design assumes adequate drainage isprovided. 8.This design is furnished subject to the limitations set forth by 8.plates shall be located on bothhfaces of truss,and placed so their center VIII I III I I I I III III I Ell IIII TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincideIdicawith joint center lines. 9. Digits Indicate size of plate In inches, p� 6r »iry nn MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) C r i RES:1 GJ 311/2 V 15 11111111H II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 1.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 95 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-161) 92 WEBS: 2x4 DF STAND LOADING TC 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 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -39/ 412V -57/ 183H 5.50" 0.66 KDDF ( 625) OVERHANGS: 20.0" 0.0" 1'- 9.2" -117/ 305V 0/ OH 5.50" 0.49 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 1.3" -102/ 195V 0/ OH 1.50" 0.31 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' M,M2OHS,MI8HS,M16 = MiTek MT series 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 = -0.017" @ .1'- 8.0" Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX BC PANEL LL DEFL = 0.007" @ 1'- 0.1" Allowed = 0.054" - MAX BC PANEL TL DEFL = -0.009" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 8'- 0.6" 0 MAX HORIZ. TL DEFL = -0.001" @ 8'- 0.6" 12 7.00 / NOTE:Design assumes moisture content does not 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), co load duration factor=1.6, o, Truss designed for wind loads or in the plane of the truss only. to o/- 1111 in o0,,_ 2►� 4►� M-3x6 y y 1, y 1-08 2-00 6-01-05 • (PROVIDE FULL BEARING:Jts:2,4.3I k.,0 PROP JOB NAME : POLYGON PLAN 3A NH - SJ2 Scale: 0.517D �`., f,I/q((�)% `/€2A' WARNINGS: GENERAL NOTES,unless otherwise noted: G.r^1 tf Jf� 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$,P 1"-- Truss: "-- Truss: SJ 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 and bottom chords to be laterally braced at lei�r DES. BY: LJ Is the responsibilityof the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by _r continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OREGON �.. DATE: 9/4/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ vREfiw SEQ. � 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. " j �}_ O �� ^c! S E Q" : 6049791 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, ;c.- -"7 design loads be applied to any component. and are for"dry condition"of use. �,� '9}�' 4 0� "�^ TRANS I D: 40742 7 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all suppods shown.Shim or wedge if ,q� fabrication,handling,shipment and installation of components. necessary. 'wl,``R A l�y\ V 7.Design assumes adequate both drainage is truss, 4 r"f 8.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 ..Cy II II 111111111111111111111111111 M1TCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. a.Digits indicate size of plate in inches. c � n c MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) P�RES:1 E.11 31!1 G01:7 POLYGON 5-5-14 3ABCD DAYLIGHT 2:57pm J4 MAIN 1 of 1 CS Beam4.605 kmBeamEnmne 4.6026 Materials Database 1476 Member Data Description: Member Type:Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued&Nailed Filename: Beam1 T T O 1840 18 4 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall N/A N/A 1.750" 769# -- 2 18' 4.000" Wall N/A N/A 1.750" 769# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 591#(370plf) 177#(111plf) 2 591#(370p1f) 177#(111p1f) Design spans 18' 5.750" Product: DBL 11 7/8" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Minimum 1.75"bearing required at bearing#1 Minimum 1.75"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 3551.'# 7280.'# 48% 9.17' Total Load D+L Shear 769.# 2840.# 27% 0' Total Load D+L TL Deflection 0.3578" 0.9240" L/619 9.17' Total Load D+L LL Deflection 0.2753" 0.4620" L/805 9.17' Total Load L Control: LL Deflection DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAMI L.HENDERSON Strong-Tie Copyright(C)2013SimpsonEWP MANAGER by Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design LAKE OS WEGO,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturer's specifications. 503-479-3317 PL14-118 4-14-14 , R O S E B U R G J5 MAIN 9:51am loft CS Beam4.605 kmBeamEngine 4.6026 Materials Database 1476 Member Data Description: Member Type: Joist Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: Continuous Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PSF Deflection Criteria: L/480 live, L/240 total Dead Load: 12 PSF Deck Connection: Glued& Nailed Filename: Beam1 1 ft it / / / 13 8 4 12 11 8 9 26 °2 °/ Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall DFL Plate(625psi) 3.500" 1.750" 474# -- 2 13' 8.250" Wall DFL Plate(625psi) 3.500" 3.500" 1364# -- 3 26' 7.750" Wall DFL Plate(625psi) 3.500" 1.750" 448# -- Maximum Load Case Reactions Used for applying point loads(or line loads)to carrying members Live Dead 1 376#(235p1f) 99#(62p1f) 2 1049#(656p1f) 315#(197p1f) 3 358#(224p1f) 90#(56p1f) Design spans 13' 5.625" 12' 8.875" Product: 9 1/2" RFPI-20 19.2" O.C. PASSES DESIGN CHECKS Design assumes continuous lateral bracing along the top chord. Design assumes continuous lateral bracing along the bottom chord. Lateral support is required at each bearing. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 1348.'# 2820.'# 47% 5.61' Odd Spans D+L Negative Moment 1790.'# 2820.'# 63% 13.69' Total Load D+L Shear 692.# 1220.# 56% 13.68' Total Load D+L End Reaction 474.# 1151.# 41% 0' Odd Spans D+L Int.Reaction 1364.# 1775.# 76% 13.69' Total Load D+L TL Deflection 0.2062" 0.6734" U783 6.28' Odd Spans D+L LL Deflection 0.1730" 0.3367" L/934 6.28' Odd Spans L Control: Max Int.React. DOLs: Live=100% Snow=115% Roof=125% Wind=160% SIMPSON All product names are trademarks of their respective owners KAM I L.HENDERSON EWP MANAGER Strong-Tie Copyright(C)2013 by Simpson Strong-Tie Company Inc.ALL RIGHTS RESERVED. PACIFIC LUMBER&TRUSS "Passing is defined as when the member,floor joist,beam or girder,shown on this drawing meets applicable design criteria for Loads,Loading Conditions,and Spans listed on this sheet.The design LAKE OSW EGO,OREGON must be reviewed by a qualified designer or design professional as required for approval.This design assumes product installation according to the manufacturers specifications. 503-479-3317