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NI Sr 20 1 g D0243 /6 5E5-so/ Bi 9" mi . MiTel(' MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL 14-1 19_U P Fax 916/676-1909 3B The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc. under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R41832580 thru R41832590 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. r D PRaF • 66G{N O'S' fQ?i70 2PE fir' -7 fiAjd , OREGON �o Lt 90 �44BER AN 4S A HER'' EXPIRES:06130/2015 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. • mi MiTek MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-119 UP Fax 916/676-1909 3B The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R41832580 thru R41832590 My license renewal date for the state of 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. ONIo 14, r 4 1 49639 °.� 'OtsT ' April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply 3B R41832580 PL14-119_UP F01 Floor 17 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:04 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-56BGEXseHTkm RQM5zY0yovnQnBWx5h?SixgeVBzOQRz I 2-6-0 I 10-10-2 II 1-2-0 11 0-11-2 1 Scale=1:32.8 1.5x3 I I 3x6= 1.5x3 I I 3x4= 1.5x3 I I 3x4 = 3x4= 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 ///s e : .-: - ------ 17 16 15 14 13 12 Tf 3x4= 3x8= 3x6= 1.5x3 I I 1.5x3 II 3x8= 3x4= 12-6-2 I 11-4-2 1Q-11-2,1 I _ 18-9-12 I 11-4-2 '0-711 0-7-0 6-3-10 Plate Offsets(X,Y): f6:0-1-8,Edae),f7:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TOLL 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 BOLL 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. ctONIO 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 y, 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$ C)v WAS to �{' 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, C.) Ai, "W , 7-12=756/0 Ash ° - �, Q. NOTES 'Z' C� — N 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 1# 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. d 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 Off .6soi. t ' be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard so <.. i. ., NGI�fi- `/0 870 2PE cv fi^3), OREGO 2 Q4 '")Cbs,OBER A\ 4 EXPIRES:06/30/2015 April 22,2014 rte,.:;.-....aa •, ��tii. r ter ...,%,_.. d i DIMii'-- ,/dzslaopariss8rsandREADNOTESONTHISANDIMDLCEDMITEKt•ErFERENCEPAGEMII14r mal/29/25148£fOREUSE Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MI is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek'erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding �V� ti fabrication,quality control,storage.delivery.erection and bracing,consult ANSI/fP11 Qualtly Criteria,DSB-89 and BCSI Bugding 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 IfSoutlser-a Pine(SP)lumberis specified,the design vahres are Mose effective 06;/i}fiOE3 by ALSO Job Truss Truss Type Qty Ply 3B R41832581 PL14-119_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 15:41:06 2014 Page 1 ID:SygD?CTgSFZSjSNcS1ttIDzR3Xv-1UJOfDuup4_UhkVT4z2QtKspB?LIZhZI9E9kZ4z0QRx I 2-6-0 1 1-9-8 II 1-2-0 II 1-6-0 II 1-1-12 1 1 2-5-8 II 1-2-0 II 2-0-8 1 1 1-40 1 Scale=1:37.5 1.5x3 II 1.5x3 II 1.5x3 II 3x6= 1.5x3 II 3x6 FP= 1.5x3 ll 1 2 3 4 5 6 7 8 9 10 11 12 13 0Ir''' e _ -e 23 22 21 20 19 18 17 16 15 14 1.5x3 I I 3x5= 3x6 FP= 1.5x3 H 3x8= 3x6 = 12-7-4 I 8-8-12 I 11-5-412-0-4 17-4-12 I 21-5-12 I 6-8-12 2-8-8 '0.7-05-7-0 I 48-8 4-1-0 Plate Offsets(X,Y): 14:0-1-8,Edge1.17:0-1-8,Edgel,f16:0-1-8,Edge1,122:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.04 22-23 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.23 Vert(TL) -0.09 22-23 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.01 15 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:99 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) SOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS All bearings Mechanical except(jt=length)19=0-5-8,15=0-5-8. (lb)- Max Uplift All uplift 100 lb or less at joint(s)14 Max Gray All reactions 250 lb or less at joint(s)14 except 23=366(LC 14),19=756(LC 3),15=752(LC 14) `h f0NI0 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown pv WASP„ 4'4i TOP CHORD 2-3=-700/0,3-4=-700/0,4-5=-304/27,5-6=-304/27,7-8=-468/0,8-9=468/0, +J Vii, i `�Y0 9-10=0/571,10-11=0/571,11-12=0/566 1r ' d BOT CHORD 22-23=0/653,21-22=0/700,20-21=0/700,18-19=0/468,17-18=0/468,16-17=0/468, ,Z, `� -'" � VI 15-16=-22/297,14-15=-286/61 ° N WEBS 6-19-504/0,2-23=705/0,4-20=540/0,6-20=0/535,7-19=642/0,9-15=821/0, J` 12-14=-66/308,12-15=-457/0 16 r 49b39 ` NOTES o .+' 1s'Is 1)Unbalanced floor live loads have been considered for this design. C'' 2)All plates are 3x4 MT20 unless otherwise indicated. �410NALV'' 1 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)14. 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 0 PR OF `0 be attached to walls at their outer ends or restrained by other means. F 7)CAUTION,Do not erect truss backwards. t„Ca ��G)(1j R jO� LOAD CASE(S) Standard r- 87022 Pi 9f 4 CV 9A�FRGON24wN 0 M&ER 1 C� Q`� A. HE? EXPIRES:06/30/2015 April 22,2014 I WARNING.-Verity design patatne tars and READ NOTES ON THIS AND DCLUDED MITER REFEREht2 PAGE)f51-l473 me 1/2512011 BEFORE USE Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 11111 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 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,13611-89 and BCSI Bulding 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 N Sauttsersi Pine(sP}kainner is specified,Mee:dtslgt1 v Ives alit thaw effective 06/02/2053 by ALSO Job Truss Truss Type Qty Ply 3B R41832582 PL14-119_UP F03 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 15:41:07 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttlDzR3Xv-VhtOtZvWa06LIu4gegafQXPz4Ojz19buOuul6WzOQRw 1 2-5-4 1 1 1-2-0 1 1 2-0-8 1 2-6-0 1 1 1-4-4 I Scale=1:22.2 1.5x3 11 3x4= 1.5x3 11 3x4= 3x4 11 3x4= 1.5x3 11 1 2 3 4 5 6 7 ® e • o _iiiiiiiiiii s- o i'' iiiiiiiiiiii.....111111111. -: 6 — iiiiiiIiiiiN ,/, e e e / e 0o 1'f 11 10 8 3x4= 1.5x3 11 3x4= 3x8 = 3x4= . 3-11-12 1 2-8-4 1 3-0-;--0 - 0-7-0 130-1704 0-II$ 8-7-12 12-9-0 12-8-4 4-8-0 0�- 3-11-12 Plate Offsets(X,Y): r2:0-1-8,Edge1,110:0-1-8,Eddel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/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 Incr 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) g1ONIO k 41, FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. �, VIASXt„ 7 TOP CHORD 2-3=565/0,3-4=565/0,4-5=0/538,5-6=0/533 �r'Y BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 C JS' �G' WEBS 2-12=610/0,4-9=841/0,6-8=123/255,6-9=-444/0 r r w I, ti NOTES 1)Unbalanced floor live loads have been considered for this design. a 2)Refer to girder(s)for truss to truss connections. ''o 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. {) 4 +53 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8. GifS i t7 \ 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. (S''ONA 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 ,ct,+E PRQ . 8 • 2PE / c" p SAT OREGO c2 <(r �Okii8ER '" 1—© A. H ' EXPIRES:06/30/2015 April 22,2014 i A€ARNTP -Verify design 8assisstrs and s 4O NOTES=THIS AND TA/"'IJDED MTTEK REFERENa PAGE 1411-1471 rev.1/29(2114 BEFORE U,SE �� Design valid for use only with Milek connectors.This design is based only upon parameters shown,and is for an individual building component. 1111 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 g gB erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek' fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/fP11 Quality Criteria,DSB-89 and BSI 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-.f tvmiser is specked,the design values.ape these effective 06/0 1/24113 by MSC Job Truss Truss Type Qty Ply 3B R41832583 PL14-119_UP F04 FLOOR 3 1 Job Reference(octionall Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:08 2014 Page 1 ID:SygD?CTgSFZSjSNcS 1ttIDzR3Xv-ztRn4w8LhFCwl fsCO5uylx86o2Xl cat dYereyzOQRv I 2-6-0 I 0-8-4 I I 1-2-12 I I 1-6-0 I I 1-2-0 I I 1-4-4 I 1-3-0 Scale=1:18.3 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 3x6 4 5 6 7 8 e o • o • o 0 0 NNNN r i e e o o a 14 12 11 103x4= 9 3x5= 1.5x3 I I 3x4= 3x6= 3x4= I 3-2-8 I 10-6-12 I 3-2-8 7-4-4 Plate Offsets(KY): 15:0.1-8,Edael,f10:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.01 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.02 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:51 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=559/0-5-8 (min.0-1-8),14=81/Mechanical,9=278/Mechanical Max Uplift14=19(LC 4) Max Gray 13=559(LC 1),14=131(LC 8),9=282(LC 4) -TOMO '{L" FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. �c? WASH„ o TOP CHORD 2-3=0/260,5-6=-429/0,6-7=-429/0 'W0 BOT CHORD 12-13=260/0,11-12=0/429,10-11=0/429,9-10=0/291 ' !`. � d WEBS 3-13-330/0,2-13-306/0,5-12=286/0,3-12=0/470,7-9=372/0 co / `" 'j; 11 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. d 49639 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)14. o 4" 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSVTPI 1. GIS'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 vS,s, LE ‘ be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard c;1,0O PROpe �c�� �c'xyG)NEtc9 ��' 87022P r- 4 cV F �Aj„ OR GON ct,a ,N '¢, t�, SER1,, e © S A He EXPIRES:06/30/2015 April 22,2014 t i a WAR/IIMS-Verify design pram ters and READ METES ON THIS AND INCLUDED Nam REFERENCE FAGS MII-1473 ser 1/29/2414 BEFORE USE Design valid for use only with Mirek 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 responsibilrity of the MiTek'erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 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 Hama:teem:Pine ISP}lumber ber iis specified,she design vitiates are these effective 0G/Q112O1.1 by ALSO Job Truss Truss Type Qty Ply 3B R41832584 PL14-119_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 15:41:08 2014 Page 1 ID.SygD?CTgSFZSjSNcS 1 ttIDzR3Xv-ztRn4w8LhFCw1 fsCO5uylx4doyH1 a31 dYereyzOQRv I 2-3-12 1 1 1-2-0 1 1 1-0.0 1 2-6-0 I Scale=1:21.9 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 e 0 0 o ' o N N e e 7 o e 12 11 10 9 8 3x4= 1.5x3 II 3x4= 3x6= 3x4= 1 12-7-4 12-7-4 Plate Offsets(X,Y): f2:0-1-8,Edgel,/10:0-1-8,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 0.49 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 lncr YES WB 0.34 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code 1BC2012/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. 010N10 N., TOP CHORD 2-3=-1204/0,3-4=1204/0,4-5=1646/0,5-6=1646/0 BOT CHORD 11-12=0/1204,10-11=0/1204,9-10=0/1560,8-9=0/1109 �cj ()V lAS:64 WEBS 3-10=0/263,2-12=1310/0,6-8=1198/0,6-9=0/579,4-10=-545/0 Li es, kL, Q`h xi NOTES `t`' �11,,,aaaaaaa ",- Q 1. ffs 1)Unbalanced floor live loads have been considered for this design. _, i ca 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. ' 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to `, be attached to walls at their outer ends or restrained by other means. 0 4.t. LOAD CASE(S) Standard Sirs ,ik0) PRop `vcS. G)N FR /0 87022PE i �r' • r cn > - �A, OREGON . 4/V ^;)00,c, SER '+ v-, A, HER EXPIRES:06/30/2015 April 22,2014 i ®WARNING-Verfydesign yarsorere s an c REAr NOTES ON THE AND It IJDED MIT:RT.ERE a PAGE FtTI-1473 res.1/2912212 EEr3REUR 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 taus designer.Bracing shown MI 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 responsibility of the building designer.For general guidance regarding !Ariel(' 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. Citrus Heights,CA,95610 If SoutteeMa Flee I SPl Issnxtsser is specified,5159 Otago values are those effective ce/O1/20131by MSC Job Truss Truss Type Qty Ply 38 R41832585 PL14-119_UP F07 Floor 6 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 M7ek Industries,Inc.Mon Apr 21 15:41:10 2014 Page 1 ID:SygD?CTgSFZSjSNcS1111 DzR3Xv-wGZXVaxPLIVw9LpFJp7M I Al UfcjZVXGK4s7yirzOQRt I 2-6-0 I 0-9-8 I I 1-2-0 I I 0-9-4 I 2-0-0 I I 2-5-8 I I 1-2-0 1 I 1-11-0 I Scale:l/2"=1' 1.5x3 II 1.5x3 II 1.5x3 I I 1.5x3 I I 1 2 3 4 5 6 7 8 9 e e e e o o e e e - -• N7 1111144444ii 00000110 \ _ N — 4111114 : ci e e e o 0 0 e - 16 15 14 12 11 . 3x8= 1.5x3 II 1.5x3 II I 3-6-8 1 4-1-8 1 4-8-8 1 7-8-12 I 10-5-4 111-0.4 111-7-4 1 13-9-4 I 3-6-8 0-7-0 0-7-0 3-0-4 2-8-8 0-7-0 0-7-0 2-2-0 Plate Offsets(X,Y): 17:0-1-8,Edael,18:0-1-8,Edoel.114:0-1-8,Edgel,115:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.02 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.04 15-16 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.01 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:64 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 16=307/Mechanical,13=670/0-3-8 (min.0-1-8),10=223/0-2-4 (min.0-1-8) Max Gray 16=328(LC 10),13=672(LC 9),10=236(LC 4) -�ONIO �h FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. -. TOP CHORD 2-3=570/0,3-4=-570/0,4-5=-570/0,7-8=-314/0 &' 0V Vt1tFA$ • BOT CHORD 15-16=0/567,14-15=0/570,13-14=0/466,12-13=0/314,11-12=0/314,10-11=0/314 j WEBS 2-16=612/0,5-13=-595/0,5-14=0/291,7-13=-488/0,8-10=353/0 I_ 1"j �A- NOTES '" C. 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. ¢ 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 9 .r,0 b s. /, 5) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. C+73 Tfl; 0. 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 �"'IONAL � 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. .... P R r F�t"`�,s co- 87022P1 c y yAt2U ">, OR GON �,< 0 'ilaER 1 Ca ©A9 A, HEM A EXPIRES:06/30/2015 April 22,2014 VsARNIM-Vesty design parameters and READ?/OTSS ON 7NIS AND 1102(19ED Mf 7ER REFERENCE PAGE MSI-7473 ren 1/2912814 BEFORE USE -- Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the g� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek' 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 Infomraionavailable from Truss Plate Institute.781 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 it/Southern Pine ice)lumber is specified tine:design wthses are these effective 04/01/2053 t yr*i.S5 Job Truss Truss Type Qty Ply 38 R41832586 PL14-119_UP F08 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:11 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-OS6viwyl ecdnnVORtWebaNZcoOvMErXUJ WsVFHzOQRs I 2-6-0 1 1 1-0-10 ii 1-2-0 110-11-2 1 Scale=1:33.2 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 II 3x6= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 0 N I / \ / ®\e • O e 1 16 15 14 13 12 3x4 = 3x8= 3x6= 1.5x3 II 1.5x3 II 3x8= 3x4 = 12-8-10 I 11-6-10 1p-1-101 1 19-0-4 1 11-6-10 0-7-0 0.7-0 6-3-10 Plate Offsets(X,Y): (6:0-1-8,Edgel,17:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (Ioc) 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(Ib)or less except when shown. ONTO TOP CHORD 2-3=-3020/0,3-4=-3020/0,4-5=-3781/0,5-6=-3781/0,6-7=-3451/0,7-8=-2988/0,8-9=-2988/0 BOT CHORD 16-17=0/1795,15-16=0/3655,14-15=0/3451,13-14=0/3451,12-13=0/3451,11-12=0/1798 ©o? OV VI+ Sxti 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, ' C,, r1G ,, 7-12=786/0 /s )6 T ,. NOTES 1_ � i"..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. ', 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. '"o , 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 {� e'.4� be attached to walls at their outer ends or restrained by other means. DIST f � LOAD CASE(S) Standard 'ZONAL,.....„10. • �t'tia PRQF s w�\� \<c." GIN E 9sO1- 'r 8 0 2 PE r r" 7 -0i, 0REG0 n©„4 ) fiw8ER 1,� .7 Q” A. He?' EXPIRES:06/30/2015 April 22,2014 A ix;4RN1M3-Vedtydesignpa. nretorsanekLeq.NOTE $ r787AND MOO f1TEK88LRE8L0F.A0PO-7473'na,(/29/2017BE0181)51 �� 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 responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regardingMiTek:e+ fabrication,quality control,storage.delivery,erection and bracing.consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI Bolding 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 it Southern.Pine 1SPj.lumtees 4 spec wed,the design vehaes are tlnaee effective 06/0112013 byA.iS( Job Truss Truss Type Qty Ply 3B R41832587 PL14-119_UP F09 Floor 3 1 Job Reference footionall Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:11 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttlDzR3Xv-OS6viwyl ecdnnVORtWebaNZcnOvLErWUJ WsVFHzOQRs I 2-6-0 I 1 1-0-14 11 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 ////s e e I O \ o - e • N 4. 1 16 15 14 13 12 3x4 = 3x8= 3x6 = 1.5x3 I I 1.5x3 I I 3x8= 3x4= 12-8-14 I 11514 112-1-141 1 19-0-8 I 11514 0-7-0 0-7-0 6-3-10 Plate Offsets(KY): 16:0-1-8,Edge1,17:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.31 15 >735 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.48 15-16 >468 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.07 11 n/a n/a 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 (Ib/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. o OHIO 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 BOT CHORD 16-17=0/1797,15-16=0/3661,14155'0/3457,13-14=0/3457,12-13=0/3457,11-12=0/1800 o 01 WAS WEBS 2-17=1940/0,2-16=0/1326,416=687/0,415=25/297,5-15=265/0,6-15=69/600,9-11=1943/0,9-12=0/1287, (, `V0 11„ 7-12=789/061. to NOTES -t-,- i N 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. fe 'l� 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9,0 &� 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 ,'Pp, 'pi, b3 be attached to walls at their outer ends or restrained by other means. GISTER LOAD CASE(S) Standard ��/ONALE'r �� , 87022PE , mc-- tv -57 tet„ OREGO c9<3` �3C '�&E R `��' C?s A N E �P EXPIRES:06/30/2015 April 22,2014 t A WARNING-Verify design yar asre9n and READ NOTES ON MIS AND IM3.iJDED MflElf REFERENCE PAGE/411-1473 s5x 1/29/2014 BEFORE USE -- Design valid for use only with MiTek connectors.This design is based only upon parameters shown,grid is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the �{ erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding )to fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify 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 P'utelSPf flambee is speediest the design values are those effective /01120L3 try A4$C Job Truss Truss Type Qty Ply 38 R41832588 PL14-119_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 15:41:12 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-segHwGyfPwlePfzdRD9g7b6p?PMBzOodYAc3njzOQRr I 2-6-0I I 1-48 1 1 1-2-0 I I 1-3-0 I 1-6r0 I Scale=1:18.9 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.553 I I I 2 3 4 5 6 7 e- -1-.. 8-7, .,..... .:00 0 N N --- .....,---VY"'-1- e o o e oCX,� e 1:�! 11 10 9 3x4= 8 356 = 1.5x3 II 3x4= 3x4= I 6-9-0 j 7-4-0 17-11-0 1 10-11-0 6-9-0 0-7-0 0-7-0 3-0-0 Plate Offsets(X,Y): f4:0-1-8,Edoel,f9:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.06 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.38 Vert(TL) -0.10 11-12 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:50 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 12=475/0-4-8 (min.0-1-8),8=475/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 11ONFO _1L' TOP CHORD 2-3=-1280/0,3-4=-1280/0,4-5=-1062/0,5-6=-1062/0 r�A BOT CHORD 11-12=0/925,10-11=0/1062,9-10=0/1062,8-9=0/624 Qc Qv `ASjrr, "Y WEBS 2-12=-998/0,2-11=0/384,4-11=-21/333,6-8=-750/0,6-9=0/566 C.1 $ �`g `W i I" NOTES 1�".; try 1)Unbalanced floor live loads have been considered for this design, --, 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ' 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to `. P h 4,41 be attached to walls at their outer ends or restrained by other means. {} 49639 1STSR LOAD CASE(S) Standard S'ONAL :\ -�Rc p PR OF 619 ‘...4G tJG1NE -953 r©.-p - 8 • 2 P , r cn -- c �7 At, OREGO (19 WN AM '© On BER 1'A. HS EXPIRES:06/30/2015 April 22,2014 A tyARMING-Vedfpdesign paaeme rsandREADIOTESOWTHISANDINCLIIDEDMEEKREFERERSEPAGE/I/1-7473 ran 0/29/20/48€OREUSF — 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 Ml���C' 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/IP11 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 Southern Pine MT lumber is specified,the design values we,there effective 016/92./201.3 h9 ikt;SC Job Truss Truss Type Qty Ply 3B R41832589 PL14-119_UP F11 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:13 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-KgEg7czHAEtVOpYp_xh3fof?ZpmNis4nmgLcJAzOQRq 2-5-4 I I 1-2-0 I I 2-0-8 I 2-6-0 I I 1-5-0 I Scale=1:22.3 1.5x3 I I 3x4= 1.5x3 I I 3x4= 3x4 I I 3x4= 1.5x3 I I 1 2 3 4 5 6 7 - e lit o o _ a ..40/._ • o I p N — N o e e e 1 � 1 11 10 F—/ 3x4= 1.5x3 I I 3x4= 3x8= 3x4= 3-11-12 I 2-8-4 I 3-3-4 I3-10-4 I ff 8-7-12 S$$ 12-9-12 I 2-8-4 0-7-0 0-7-0 0-II 4-8-0 0-'I- 4-0-8 Plate Offsets(X,Y): f2:0-1-8,Edgel,f10:0-1-8,Eduel LOADING(psi) 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 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=60/0-2-12 (min.0-1-8),9=739/0-5-8 (min.0-1-8) Max Uplift 8=-64(LC 3) Max Gray 12=321(LC 3),8=146(LC 7),9=754(LC 8) 0•TONFO r,_ FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. O 4o W.4 3Ir,, TOP CHORD 2-3=565/0,3-4=-565/0,4-5=0/538,5-6=0/533 `�V BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 ' WEBS 2-12=-610/0,4-9= = 841/0,6-9452/0 0, �� " Q1, tZ NOTES 1)Unbalanced floor live loads have been considered for this design. ' r 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. "dee+ 49639 Ott 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8. OA ..6b TOL 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 414NAL''� k be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard ��Q'CJ, P R OF4-0 ,N7'Ai $)N 159 ,p 870 2PE f cn ,:v rsi 7'-y "A-3GREG NI el'' 41// O O R BEN` ' EXPIRES:06130/2015 April 22,2014 f ®WARPAPIG-Verify design pa,'snle as and READ NOTES:N 7915 AND TICLUDED l3IIEK REFEREM2 PAGE 11II-7473 reit 1/'25,12014 SGf0Rf 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 miss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibilrity of the MiTek' 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 Quality Criteria,DSB-89 and BCS1 Building Component 7777 Greenback Lane,Suite 109 Safety Information i WI from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 If Svutixern /Sr Pine )kmsliea is specified,the design values ear those effective 08/0€/2013 by ALM Job Truss Truss Type Qty Ply 38 R41832590 PL14-119_UP F12 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:14 2014 Page 1 ID:SygD?CTgSFZSjSNcSIttIDzR3Xvolo2Ly_vxX?Mey70YeCICOBAgD3URJlw?U59rczOQRp 1 2-6-0 I 1-9-8 1 I 1-2-0 I I 1-3-4 I 1-6-0 Scale=1:16.5 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 0 0- o 0 ...„........,,,,,,,,,,,,,,,, Z 0 (V N 10 9 8 3x4= 3x4= 3x4= 3x4= I 4-6-8 1 5-1-8 1 5-8-8 1 8-8-12 I 4-6-8 0-7-0 0-7-0 3-0-4 Plate Offsets(X,Y): 18:0-1-8,Edge1,19:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.20 Vert(TL) -0.09 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS (lb/size) 10=378/Mechanical,7=378/0-2-12 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. o'cONIO TOP CHORD 2-3=757/0,3-4=757/0,45=757/0 � BOT CHORD 9-10=0/684,8-9=0/757,7-8=0/476 ©�' oV WAS/4,;(C1' WEBS 2-10=738/0,5-7=572/0,5-8=0/382 (j h NOTES roea ' 1)Unbalanced floor live loads have been considered for this design. y. `/ N 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)7. fr 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. d 4r 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 {-' ,4)„,4963 R ' +V be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard -V „(�Q�D, PR Ope„ ��\y G)NEA �° ct 87022PE f' us c1t yfi'©j, OREG N c4�AO C SER '�� �O �S A. -j eC EXPIRES:06/30/2015 April 22,2014 ...�.,., ......�_.,,_., x. „ti<;:. ,J ,' :`c am\.. °ti \\>T°.5'�/ .. /n: .:a.: ,v,£� z:: _. `�... .,..i", ��•.. '4i.{. .e.+...Y,.., WARNING-Verify design Iaaa,etrsand RFA1:NOTES ONTHIS AND,N'NDED14710KREERENCSP.-1GEMTI147 ;;ss 1/2912015 BEM USE Design valid for use only with MTek connectors.This design is based only upon parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MI 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 responsibility of the building designer.For general guidance regarding M 1 e fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Cdteda,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 Soutiterm Pine(SP)tual tser is sped#ted,tate Mateo vailsses art them eiffectlxe 06/OSi2OL3 by:ALSC Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 1 I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 3/" Center plate on joint unless x,y p y 4 (Drawings not to scale) offsets are indicated. I Damage or Personal Injury ia= Dimensions are in ft-in-sixteenths. I� 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. O 1/T�, 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves o may require bracing,or alternative Tor I - O .. p bracing should be considered. 0(°):1 WEBS ®� 3. Never exceed the design loading shown nd never F� stack materials on inadequately braced tar . O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c'-e a cs-e designer,erection supervisor,property owner and plates 0-'Ag' 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 /f Indicated by symbol shown and/or SYP represents values as published specified. bytext in the bracingsection of the by AWC in the 200prNDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted, BEARING 15.Connections not shown are the responsibility of others. *IL I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. ■�� reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 111111111111111110 18.Use ofreen or treated lumber may y pose unacceptable ►_-4 environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal Mil19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, Mr 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). zik .. �t ) f ?4243 1L. ` .... C? IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 2.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing.I TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 9 not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators; TOTAL LOAD = 42.0 PSF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=20.9ft, TCDL=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. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 7-01 7-01 T T T HM-4x4 3 i I 12 12 Q 6.00 6.00 V M-3x4 CO) 4 M-3x4 M (i'A- o v -_ -- v o / //////////////////////////////////////////////////////////////////////I//I///////%//////////////////////// // 0 y y )" y 1-06 14-02 1-06 `�.O PRO/' . JOB NAME : POLYGON PLAN 3-B - Al Scale: 0.5115 ��� (' is'a, WARNINGS: GENERAL NOTES,unless otherwise noted: �1 rr/yy � rgC �(— Truss: „. 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 'Ct =7L.41 f I'I— T r u s s: Al 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 �Ir DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,� 4f�! is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �'" � ty.. DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ II'�`,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. "5'"+ ,,qq__OREGON ^'W SEQ. : 6035306 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� d+kb A design loads be applied to any component, and are for"dry full bearing of use. f' 14' '�- TRANS I D: 4 06433 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 R t 1 7.Desgn assumes adequate drainage is provided. CC:: 14- 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 11 111 I II II 11 11111 11111 III I 11 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 27'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF M1&BTR; LOAD DURATION INCREASE = 1.15 1-3=(-805) 265 6.1=(-115) 48 3.7=(0) 305 2x6 KDDF#1&BTR T1 SPACED 24.0' 0.C. 2-3=( 0) 0 1.7=(-229) 648 BC: 2x4 KDDF#1&BTR 3-4=(-818) 321 7.4=(-226) 651 WEBS: 2x4 KDDF STAND LOADING 4-5=( 0) 76 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 = 2.0 PSF 4 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) NOTE: 2x4 BRACING AT 24" OC UON. FOR LL = 25 PSF Ground Snow (Pg) 7'- 5.7" -26/ 28V -48/ 46H 0.00" 0.00 999y9 ( 0) ALL TOP CHORD AREAS NOT SHEATHED 11'- 4.4" -502/ 793V 0/ OH 141.50" 1.27 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 25'- 6.0° -196/ 793V 0/ OH 5.50" 1.27 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 18.0" 18.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M-1.5x4 or equal at non-structural MAX LL DEFL = 0.000" @ 11'- 4.0° Allowed = 0.150" vertical members (uon). MAX TL CREEP DEFL = 0.000" @ 11'- 4.0' Allowed = 0.200" MAX LL DEFL = 0.013" @ 27'- 0.0" Allowed = 0.150" Unbalanced live loads have been MAX TL CREEP DEFL = -0.014" @ 27'- 0.0" Allowed = 0.200" considered for this design. MAX TC PANEL LL DEFL = -0.028" @ 21'- 11.3" Allowed = 0.476" Connector plate prefix designators: MAX TC PANEL TL DEFL = 0.060" @ 14'- 10.1' Allowed = 0.697" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series MAX HORIZ. LL DEFL = -0.007' @ 25'- 0.5" MAX HORIZ. TL DEFL = 0.011" @ 25'- 0.5" Gable end truss on continuous bearing wall. C-1x2.6 or equal typical at stud verticals. NOTEesign assumes moisture content does not Refer to CompuTrus gable end detail for not exceed 19% at time of manufacture. complete specifications. Design conforms to main windforce-resisting 12-09 12-09 system and components and cladding criteria. 12-09 IIM 4x4+ 5-08 7-01 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T T T T load Heighton,fEnclos1. 6'Cat.2, Exp.B, MWFRS(Dir), / -/ Truss designed for wind loads M•3x5 i in the plane of the truss only. 1,;iiiiiii iiii M-4x6 N c-.)0 12 12 in A* 0 6.00(/ c. x6.00 to "o M-3x4+ 4 r' 0 C. M-3x6+(S) 1 M-1.5x3 M-3x4 y y y ,1 7-05 11-00 7-01 ), y , ,I- 1-06 y1-06 25-06 1-06 [ P R OFe JOB NAME : POLYGON PLAN 3-B - B1 +h ,9 Scale: 0.2470 WARNINGS: GENERAL NOTES,unless otherwise noted: {C1c'D ' /2/ 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 f PE 1✓ Truss: B1 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 �rYI�+ ,. DES. BY: LJ is the responsibility of the erector.Addklonalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by +� """ W Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ f r REG N �f'' 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 v ^icy SEQ. : 60353 07 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'''' *71'1'1, Q design loads be applied to any component. and are for"dry condition"of use. V • 1 4 TRANS I D: 40643 3 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 �! �y fabrication,handling,shipment and Installation of components. necessary. 41 t{ ++ 7.Design assumes adequate drainage is provided. R t L- 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 I 111 II II I I II II II III 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. EXPIRE 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 37'- 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) 76 2.10=(-391) 2382 3-10=(-285) 195 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2- 3=(-2755) 552 10-11=(-269) 1986 10- 4=( -19) 502 WEBS: 2x4 KDDF STAND 3. 4=(-2496) 522 11-12=(-291) 1965 4.11=(-712) 255 LOADING 4- 5=(-1761) 469 12- 8=(-433) 2352 11- 5=(-246) 1170 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1761) 469 11- 6=(-713) 255 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2496) 522 6-12=( -19) 502 TOTAL LOAD = 42.0 PSF 7- 8=(-2755) 552 12- 7=(-285) 195 OVERHANGS: 18.0" 18.0" 8- 9=( 0) 76 LL = 25 PSF Ground Snow (Pg) 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) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -279/ 1725V -213/ 213H 5.50" 2.76 KDDF ( 625) 37'- 0.0" -279/ 1725V 0/ OH 5.50" 2.76 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 • MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.138" @ 18'- 6.0" Allowed = 1.804" MAX IL CREEP DEFL = -0.279" @ 18'- 6.0" Allowed = 2.406" MAX LL DEFL = 0.013" @ 38'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 38'- 6.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.060" @ 36'- 6.5" 18-06 18.06 MAX HORIZ. TL DEFL = 0.099" @ 36'- 6.5° 6-06-05 5-11-13 5-11-13 5-11-13 5-11-13 6-06-05 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting 6.001/ M-4x6 \I 6.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, 5 4"4' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6(S) M-5x6(S) load duration factor=1.6, 3. 1%%%%,414414% .4* Truss designed for wind loads 0.25" 0.25" in the plane of the truss only oeit, M-1.5x3 +P1 t 11111111111111.5x3 + +. co c. 0 0 o 1 10 11 12 o o M-3x6 M-3x4 M-3x8 M-3x4 M-3x6 c M-3x5(S) y y ), 1, ), y 9-06-04 8-11-12 y 8-11-12 9-06-04 y J, y 20-00 17-00 y y 1-06 37-00 1-06 O PR0 6, JOB NAME : POLYGON PLAN 3-B - C2 Scale: 0.1596 tip' r 0,IN )/JC/,j,' s, WARNINGS: GENERAL NOTES,unless otherwise noted: +/+'�y / f-�" 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92 4 0 F E r Truss: C2 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 rII�. DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length byIrA" is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). y r _ 2y„ DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 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. `F+" OREGC N D, 1{/ SEQ. : 6035308 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, - \ TRANS I D: 406433 design loads be applied to any component. and are for"dry condition" use. Pp wedge /1 9}t1 4 2.0 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearingat all supports shown.Shim or if *✓ e. fabrication,handling,shipment and installation of components. necessary. /"F R t` y 7.Desgn assumes adequate drainage is provided. C LS"• 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 II VIII VIII I I VIII III III) TPINVTCA in BCSI,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-1088(MiTek) EXPI RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "OC spacing.' TC: 2x4 DF #1&BTR; LOAD DURATION INCREASE = 1.15 NOTE:Design KDDF #1&BTR Ti, T4 SPACED 24.0" O.C. assumes moisture content does BC: 2x4 DF #1&BTR; not exceed 19% at time of manufacture. 2x4 KDDF #1&BTR B1 LOADING Design conforms to main windforce-resisting LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Trus duration factor= 1.6,(or no prefix) = CompuTrus, Inc .6, M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Ror equal typical at stud verticals. efer Refer to CompuTrus gable end detail for complete specifications. 18-06 18-06 T T T 12-04-10 6-01-06 6-01-06 12-04-10 T T 12 TIM-4x4 12 6.00 I/ N 6.00 M-3x5(S) x5(S) 0 0 4111111111111111111.°1°°/11.°1°°°°°11., M 0 4 0 ,'r �. 0. lluLiii . o o M-3x5(S) 0 M-3x4 M-3x4 y y i, 20-00 17-00 ,I )' y y 1-06 37-00 1-06 JOB NAME : POLYGON PLAN 3-B - C4 c,',''' ,AGIN • Scale: 0.2219 \ C7�p�� WARNINGS: GENERAL NOTES,unless otherwise noted: 2 a " c e 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual = �r� Truss: C4 end 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 err is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length b * """" DES. BY: LJ p y o ( y fc+rr,= continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 0 CC DATE: 8/21/2014 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. OREGON REGON to SEQ. : 6035309 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 design loads be applied to any component. and are for"dry condition"of use. ✓{ 4. U -1 /,4 e '2,11 TRANS I D: 406433 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 ry,� fabrication,handling,shipment and Installation of components. Dnesign as. * .y MLA'�y ' V 7.Pesign assumes ne hdrainage isotru ,provided. r•.r't rl 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 11 I VIII II II HD II I II ill III IIIITPINYfCA in BCSI,copies of which will be furnished upon request. git coincide with joint center lines. 9.Digits size of plate in inches. MiTek USA,Inc./CompuTrus uS Software 7.6.6(1 L)-E 15.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPO RES'12/31/2015 11111111111 LUMBER SPECIFICATIONS TRUSS SPAN 38'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=) 0) 76 2- 8=(-309) 1509 8- 3=( 0) 266 2x6 KDDF #1&BTR T3 SPACED 24.0" O.C. 2- 3=(-1796) 544 8- 9=(-311) 1506 3- 9=(-541) 150 BC: 2x4 KDDF #1&BTR 3- 4=(-1248) 526 9.10=(-506) 1433 9. 4=(-183) 637 WEBS: 2x4 KDDF STAND LOADING 4- 5=( 0) 0 10-11=(-505) 1434 9- 6=(-469) 379 IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1226) 475 6.10=) 0) 189 DL ON BOTTOM CHORD = 10.0 PSF 6.11=(-1706) 635 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 13- 7=( -975) 468 NOTE: 2x4 BRACING AT 24" 00 UON. FOR LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA ALL TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0"- 0.0" -300/ 1255V -107/ 116H 5.50" 2.01 KDDF ( 625) OVERHANGS: 18.0" 18.0" 25'- 0.5" 0/ 855V 0/ OH 143.50" 1.37 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 37'- 0.0" -618/ 277V 0/ OH 143.50" 0.44 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal at non-structural COND. 2: Design checked for net(-5 psf) uplift at 24 "oc s acin I ' vertical members (non). 9 ( P P 9• Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,nnectorCpla (or no prefix) = ormpuTrus, Inc MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" C,CN,C1 ,CN18 (or = MiTek MT series MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MMAX LL DEFL = -0.057" @ 12'- 9.0" Allowed = 1.229" WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES), A MAX TL CREEP DEFL = -0.115" @ 12'- 9.0" Allowed = 1.639" HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.150" GABLE TRUSS. THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION MAX TL CREEP DEFL = 0.000' @ 0'- 0.0" Allowed = 0.200" POINT. THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THE HINGE CONNECTION MAX HORIZ. LL DEFL = 0.028" @ 25'- 5.6" SITUATION. COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL MAX HORIZ. TL DEFL = 0.046" @ 25'- 5.6" BRACING TO THE HINGE TYPE CONNECTION. 18-06 18-06 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 7-08-11 10-09-05 7-05-13 0-10-01 10-02-03 Design conforms to main windforce-resisting 6-09-08 5-11-08 5-09 0-0' -08 '' 1' -03-08 system and components and cladding criteria. T f T TT f Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 =M-4x4+ M-3x4 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), /- 6.001/ 5 '',I6.00 J 6.00 load duration factor=1.6, o Truss designed for wind loads in the plane of the truss only. N M 4x6 Gable end truss on continuous bearing wall. M 3x5+(S) C-1x2.6 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. c; M-3x5(5) "" o c; "M-3x4 6 M 0 0 .. oar i © ... ........ ... .. '- V o M-3x4 M-1.8 5x3 M-3x8 0.251Q 11 0 M-5x6(S) M-3x5 M-3x4+ 6-07-12 6-01-04 6-01-04 76-02-04 11-11-08 y y y y 1-06 37-00 1-06 '��"�'�0 RRDF�cGIN '9 JOB NAME : POLYGON PLAN 3-B - Cl c Scale: 0.1712am, � S/(w� C E WARNINGS: GENERAL NOTES,unless otherwise noted: `�WO!r { 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual },/" - Truss: C 1 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. ,,,+ 1111110110 - 464111111r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at y 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 plywooding(TC)and/or drywall(BC). F ,g�OREGON j(f DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requiredmeed where shown++ ; - "/ \Sh 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. /i!,,,,++��,, fr. r�Q �b,4SEQ. : 6035310 *}, 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 TRANS I D: 40 6433 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 t- fabrication,handling,shipment and installation of components. necessary. 7.Designlaesassumes adequate one drhinace istrus,provided. 6.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 c+ �M nn II I I 1111111 I II I I I I I I II III TPIANfCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines EXPIRES:RES:123.1/2015 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) 1111111 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #I&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-11=(-376) 2333 3-11=( -297) 196 BC: 2x4 KDDF #1&BTR SPACED 24.0" D.C. 2- 3=(-2738) 534 11-12=(-267) 1959 11- 4=( -45) 563 WEBS: 2x4 KDDF STAND; 3- 4=(-2513) 541 12-13=(-200) 1645 4-12=( -710) 250 2x4 KDDF STUD A LOADING 4- 5=(-1757) 469 13-14=(-458) 2787 12- 5=( -352) 1302 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1708) 506 14- 9=(-867) 4422 12- 6=( -676) 288 TC LATERAL SUPPORT 4= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1937) 494 6-13=( -111) 464 BC LATERAL SUPPORT 4= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-4685) 890 13- 7=(-1489) 355 8- 9=(-4950) 999 7-14=( -360) 2427 OVERHANGS: 18.0" 18.0" LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 76 14- 8=( -154) 193 Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -279/ 1725V -213/ 213H 5.50" 2.76 KDDF ( 625) 37'- 0.0° -279/ 1725V 0/ OH 5.50" 2.76 KDDF ( 625) 1COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.311" @ 28'- 8.0" Allowed = 1.804" MAX TL CREEP DEFL = -0.620" @ 28'- 8.0" Allowed = 2.406" MAX LL DEFL = 0.013" @ 38'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 38'- 6.0" Allowed = 0.200" 18-06 18-06 MAX HORIZ. DEFL = 0.165" @ 36'- 6.5" 7-03-08 5-02-11 5-11-13 � LL 2-00 5-05-11 5-02-03 5-10-02 MAX HORIZ. TL DEFL = 0.273" @ 36'- 6.5" NOTE:Design assumes moisture content does 12 12 not exceed 19% at time of manufacture. 6.00 V M-4x6 \!6.00 4.0" Design conforms to main windforce-resisting 5 system and components and cladding criteria. M-5x6(S) M-3x4 Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-5x8(S) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 25" load duration factor=1.6, Truss designed for wind loads 0.25° in the plane of the truss only. * M-1°5x3 \11pf/ lk\ r ! 1.5x3 'e' woo o M-6x84 M-3x10 0 0 1 AM-3x6 10.25" M-3x8 M-5x6 71‘ 12 130 0 M-5x8(S) -. 1 3.00 3.00- 12 12 1, 1, ) ) 1, 1, 1, 1, 9-05-06 9-00-10 2-03-0$ 7-10-08 y 8-04 y y 1,1-061, 20-09-08 y 7-10-08 8-04 y1-061, 1-06 37-00 1-06 C Q PROFer5' JOB NAME : POLYGON PLAN 3-B - C3 Scale: 0.1596 \�� G( cS0 WARNINGS: GENERAL NOTES,unless otherwise noted: '5/'f:/1i^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 *9G,t r E { Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper X// 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 2'DES. BY: LJ 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 drywali(BC). M DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ f OREGONt``+'. • 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. �y S E Q. : 603531 1 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 loads be applied to any component, and are for"dry condition"of use. i 4 2- " TRANS I D: 406433 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- fabrication,handling,shipment and installation of components. necessary. 'l`7, y� x-" 'V 7.Design assumes adequate drainage is provided. n 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 Ill I II 11 1111 I III I 111 1111 IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide wiz joint center lines. 9.lines indicate size of plate to 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:12/3112015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 8=(-173) 931 3- B=(-279) 219 BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. 2- 3=(-1121) 284 8- 6=(-218) 931 8- 4=( -44) 469 WEBS: 2x4 KDDF STAND 3- 4=( -839) 188 8- 5=(-279) 219 LOADING 4- 5=( -839) 188 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1121) 284 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 76 TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0" 18.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE S0.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0° -150/ 904V -91/ 91H 5.50" 1.45 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 17'- 5.5' -150/ 904V 0/ OH 5.50" 1.45 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. �COND. 2: Design checked for net(-5 psi) uplift at 24 °oc spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0' Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.026" @ 8'- 8.8" Allowed = 0.827° MAX LL DEFL = 0.013" @ 18'- 11.5" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 18'- 11.5" Allowed = 0.200" MAX BC PANEL TL DEFL = -0.061' @ 3'- 11.4" Allowed = 0.514" MAX HORIZ. LL DEFL = 0.012" @ 17'- 0.0" 8-08-12 8-06.12 MAX HORIZ. TL DEFL = 0.020" @ 17'- 0.0" -1 T f NOTE:Design assumes moisture content does 4-06-12 4-02 4-02 4-06-12 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 I/ I M-4x4 \I 6.00 • 4 Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 CoAll gaiiiiiiii.,..%444066Li‘ 4. co Co Co V e� i p Co M-3x4 M-3x8 M-3x4 Co y y y 8-08-12 8-08-12 y y y 1, 1-06 17-05-08 1-06 gk.0 PR Ore JOB NAME : POLYGON PLAN 3-B D2iNfi Scale: 0.3117 10/0/7 ,q Q WARNINGS: GENERAL NOTES,unless otherwise noted g 2�ry /P E :'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 +9L.I f t... Truss: D2 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 �r DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by rIr�" is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)pcw re or drywall(BC). A+ DATE• 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ v, 4.No load should be applied to any component until after all bracing and 4. Installation of truss Is the responsibility of the respective contractor. " ff ,q_OREGON SEQ. : 6 035312 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,+,O7 A, design loads be applied to any component. and are for"dry condition"of use. /s,I }" 1 4 ,0 �^�- TRANS I D: 40643 3 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. Dnesign as. ' IR t i t 7.Plates assumes adequate ne drainage iso s 1 4-4.• 6.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center VIII 1011111 VIII I VIII I III 11111 IIITPIMlrCA 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. (Milk) C` MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(M ) EXPIRES:12ft 31/20n 15 1111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 5.5" 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacina.I TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12'0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,C18,CN18 (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 loads i REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. Refer or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 8-08-12 8-08-12 T T T 12 12 V M-4x4 6.00 6.00 3 TO 4 e) o/- -7 , c/— //////////////////////////////////////////////////////////////////////////////////////1////////////////////////////////////////////// y'cz. 0 0 M-3x4 M-3x4 L y y y 1-06 17-05-08 1-06 JOB NAME : POLYGON PLAN 3-B - D1 sale: 0.4363 �', GIN 1 WARNINGS: GENERAL NOTES,unless otherwise noted: 4Ct? „it":/ 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 'CC s. E r Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper w f!/ 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 �1 .. is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'0.c.respectively unless braced throughout their length Ir�"" DES. BY: LJ n v g ( by Js. continuous sheathing such las bracing cingoe d where -drywall(BC). DATE: 8/21/2014 theNo oadrsll houldcbe a is ted to any cibi pty of the ntillaingfte rill bracr.n 4.In tmpai bodging is the rel ponib requiredof where shown t+ 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. ` '�4' ,g_ �a v,/ SEQ. : 603 5313 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 �+y� 4, design loads be applied to any component. and are for"drycondition" full b on"of use. 6 14} 2- ^}- TRANS I D: 406433 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 {� necessary. L"'Fi*Fi I \. fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. - '�!-S 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 11111 11111 IIII I II I III III TPIIVVTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. cl eC� f t 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) EXPI RES:12/31/2015 II III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -5) 11 7.8=( -99) 146 7.2=(-496) 180 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-282) 108 8-5=(-129) 497 2.8=(-100) 351 WEBS: 2x4 KDDF STAND 3-4=(-320) 106 8-3=( 0) 143 LOADING 4-5=(-622) 171 8-4=(-314) 229 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( 0) 76 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 0.0" 18.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -56/ 476V -156/ 72H 5.50" 0.76 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 6.0" -127/ 680V 0/ OH 5.50" 1.09 KDDF ( 625) M,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 itsf) uplift at 24 "oc ssacin0.b • AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 2-09-04 8-08-12 MAX LL DEFL = -0.010' @ 7'- 0.0" Allowed = 0.529" f f f MAX LL DEFL = 0.013' @ 13'- 0.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 13'- 0.0" Allowed = 0.200" 0.0 5-0 8 2-03-12 4-02 4-06-12 MAX BC PANEL TL DEFL = -0.079" @ 7'- 2.8" Allowed = 0.514" 12 12 MAX HORIZ. LL DEFL = 0.004" @ 11'- 0.5" MAX HORIZ. TL DEFL = 0.005" @ 11'- 0.5" 6.00 V \I 6.00 NOTE:Design assumes moisture content does FIM-4x4 not exceed 19% at time of manufacture. 4"0" Design conforms to main windforce-resisting 3 ,F-,( system and components and cladding criteria. NI Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M 3x4 \ load duraHeition,factorsed, Cat.2, Exp.B, MWFRS(Dir), Truss designed for wind loads /- 1 Ir in the plane of the truss only. M-1.5x3 a 11 v. in C") O C7 M I G� O 7.=. 8 Et 1 0 M-1.5x3 M-3x8 M-3x4 0 y y y 2-09-04 8-08-12 3, 1' 3' 11-06 1-06 JOB NAME : POLYGON PLAN 3-B - D3 `� 0 PROF 6'4.9 Scale: 0.3840 # %2/ y WARNINGS: GENERAL NOTES,unless otherwise noted: •C�,.� 'p7'E 'fig,,; 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual ..J G.f II!� Truss: D3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. r^ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by mmr" Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC) � pcw ,ere drywall(BC). M DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -7 ,g_OREGON 1X ,4/ SEQ. : 6035314 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, "/ design loads be applied to any component. and are for"dry condition"of use. f+6 }" 1 4 2n �- - TRANS I D: 406433 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. 7nesessary. . P rl t 6.This design is furnished subject to the limitations set forth byu.Designlaesassumes adequate onne both drainage Is truss,sand L» (IIIII IIIII IIIII IIIII IIIII(III IIIII(III(III 9 8.Plates shall be located faces of placed so their center TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. 10. EXPIRES:MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 12/31 12/31/20 15 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #I&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 76 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-66) 15 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: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -110/ 429V -7/ 54H 5.50' 0.69 KDDF ( 625) 1'- 9.2" -70/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 2'- 0.0" -20/ 43V 0/ OH 1.50" 0.07 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.] 6.001/ 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 = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" MAX TC PANEL TL DEFL = 0.002" @ 1'- 0.2" Allowed = 0.148" MAX HORIZ. LL DEFL = -0.000" @ 1'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 1'- 11,2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. c:./- 2� 40,7"114Design conforms to main windforce-resisting system and components and cladding criteria. °°111 -/ Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, /r4 c (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads T in the plane of the truss only. e")/- c::. 0 M-3x4 y y y 1-06 2-00 (PROVIDE FULL BEARING:Jts:2,4,3I ,0 PRt?pe�5 JOB NAME : POLYGON PLAN 3-B - El 5� tN 6, Scale: 0.9632 fry WARNINGS: GENERAL NOTES,unless otherwise noted: ('.0 ry /P 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 'CC +.,761]f'E r- T r u s s: E 1 and Warnings before construction commencesbuilding 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 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). 'a CC DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 6 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{j SEQ. : 603 5315 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� � nh y; design loads be applied to any component. and are for"dry condition"of use. /� }` .� 6v -�- TRANS I D: 406433 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. neassumes. ^`^z'F A{i 4 7.Design adequate one drainage iso truss, 1l 1 L5." 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 VIII II II II I II I III 11 III TPI/WTCA in BCS(,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