Loading...
Plans (2) /m7-2.04)- ,0237 /6793 St(/Appiedale 'ry' amiumm MiTek MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-90UP Fax916/676-1909 5B 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:R41832522 thru R41832537 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. 0 PROfi� a 2PE / Avf 9`� 7 °0j, OREGON ci: W �, t°qp ER 4Q ©" /4. EXPIRES:06/30/2015 April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-90UP Fax916/676-1909 5B 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:R41832522 thru R41832537 My license renewal date for the state of Washington is January 2,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 0 ONIo 1 ov u''ast ,I, y 49639 tt 94, kisreW 46.` 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 58 R41832522 PL14-90UP F01 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:21 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszXIUYcHTKdJclYpmObb_IRPgo7B0ohg07S71HOPDhOfz0QTa 2-6-0 1 2-2-9 1 1 1-2-0 1 1 2-4-11 1 Scale=1:28.6 1.5x3 II 3x5 = 1.5x3 H 3x4= 1.5x3 II 1.5x3 II 3x5 = 1.5x3 II 1 2 3 4 5 6 7 8 a —� oa _\ o o — 0 ry e \�e e 13 12 11 10 3x4= 3x8= 3x4= 3x4= 3x4= 10.8-1 114-9 I 9-11-9 1�r 1rr 1 111-3-1 1 1 16-4-12 I 9-11-9 0-7-'8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): 110:0-1-8,Edgel,111:0-1-8,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 0.49 Vert(LL) -0.25 11-12 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.40 11-12 >487 360 BCLL 0.0 Rep Stress Ina YES WB 0.56 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 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) 13=715/Mechanical,9=715/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten,-All forces 250(Ib)or less except when shown. „cONjo TOP CHORD 2-3=2463/0,3-4=2463/0,4-5=2532/0,5-6=2532/0,6-7=-2532/0 4 BOT CHORD 12-13=0/1520,11-12=0/2805,10-11=0/2532,9-10=0/1515 (o Og"WASxth WEBS 6-10=316/0,2-13=1640/0,2-12=0/1018,4-12=370/0,4-11=-460/161,7-9=1636/0,7-10=0/1105 �� NOTES F., = Q rrl (�, C'J - * 1.` 1 , t 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. y', 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to K1 xY be attached to walls at their outer ends or restrained by other means. 49639 ° cisTE° LOAD CASE(S) Standard ,<S' SIfl(1TAL � � 0° P R 0Pe`,d' c. /0,q 87022PE / r CV -- REDO ,<i 0 8ER A OS A HEc,�Y-- EXPIRES:06/30/2015 April 22,2014 WARNING-Verify design yaratneters and READ NOTES CS MIS A//LI ENE.1:t ED MTTEN RET'ERENQ'PAGE/III-7473 use 1/291. `/s_1EORE USE �IMMI 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 NI I 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 Mi IOi fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1811 Quality Criteria,DSB-89 and BCS!Butding 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 ifSerrthern Pinel two/rar is specified,thedesign salters ase those affective06/03/2053 fry ALM Job Truss Truss Type Qty Ply 58 R41832523 PL14-90UP 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 15:39:22 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1UY-4U1igfdfJ7uFCIZU 7B2fOY183g0BcGRF3yEw5zOQTZ 1-6-0 I 1-3-4 110-8-3 I I 2-3-0 I1 1-2-0 I I 1-0-5 I 2-6-0 Scale=1:27.7 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3456 4 5 6 7 8 9 10 e e c • a _ _ e-j/,,- • 0 0 N I e e • 17 15 14 13 12 11 3x4= 3x6= 4x5= 3x5= 1.5x3 II 3x4 = 3x4= 3 3q 15-10-12 I I 3-0-4 I 12-10-8 Plate Offsets(X,Y): f7:0-1-8,Edael,112:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.07 13-14 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.29 Vert(TL) -0.10 13-14 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.01 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:74 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) 16=1266/0-5-8 (min.0-1-8),17=335/Mechanical,11=456/Mechanical Max Uplift 17=426(LC 4) Max Gray 16=1266(LC 1),17=4(LC 3),11=457(LC 4) ill ONIO k FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. o' Q,k P1ASp„ ' ., TOP CHORD 2-3=0/1294,3-4=0/750,4-5=0/750,5-6=1002/0,6-7=1002/0,7-8=1099/0, CJ tib` �`YY -yam 8-9=1099/0 '? fs Jv O, BOT CHORD 16-17=664/0,15-16=-1294/0,1415=0/331,13-14=0/1099,12-13=0/1099,11-12=0/890 c0 { '` '2. N WEBS 3-16=718/0,2-17=0/798,2-16=-882/0,5-14=0/737,5-15=1177/0,9-11=960/0, 9-12=0/379,3-15=0/856 .47' } ,. Lk' NOTES .'• 49639 ,t,,. 1)Unbalanced floor live loads have been considered for this design. b ' OIST *-' 2)Refer to girder(s)for truss to truss connections. �SG\' 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 426 lb uplift at joint 17. SIONALV 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 1'11 be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. F [} PR OFeS4' LOAD CASE(S) Standard c.. ��GIN� c (2�9 ' 870 2 P E '<' Or N 7, tv p ft‘ 7, OREGON cls O/1t 'A0 SER \1 CSS, A. He \.,\P EXPIRES:06/30/2015 April 22,2014 ®WARNING-Verify design parame Cera and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE 1411-7473 ren 1/29/201d BARE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Mil Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek' Tekv is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the fyi� 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/fPit 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 HeigMs,CA,95610 N Seutharrs Pine lSP)llumber is spec Mad,the designvalues are,these effective 064-1/2O9,3 by ALS£ Job Truss Truss Type Qty Ply 5B R41832524 PL14-90UP F03 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr21 15:39:23 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszX1UY-Ygb42?eH4R06gv8gYgiHCc57kT4EwOFaTjinSYzOQTY I 2-6-0 I I 2-51 1 1 1-2-0 1 1 2-4-11 1 Scale=1:28.9 1.5x3 II 3x5= 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 0 0 N ��'' ee 7 e e . 11.17 1' 12 11 10 3x4= 3x8= 3x4= 3x5= 3x4= ,,10-10-9 11-7-1 I 10-2-1 10 1 yI9 111-5-9 1 1 16-7-4 10-2-1 0-1-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): f10:0-1-8,Edael,f11:0-1-8,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 0.52 Vert(LL) -0.27 11-12 >739 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.43 11-12 >456 360 BCLL 0.0 Rep Stress Inc: YES WB 0.58 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 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) 13=725/0-4-8 (min.0-1-8),9=725/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. ^�1::,4vONIO TOP CHORD 2-3=2508/0,3-4=2508/0,4-5=2587/0,5-6=2587/0,6-7=-2587/0 BOT CHORD 12-13=0/1543,11-12=0/2877,10-11=0/2587,9-10=0/1538 O 1[}S h WEBS 6-10=324/0,2-13=1666/0,2-12=0/1041,4-12-399/0,4-11=-480/168,7-9=1660/0,7-10=0/1140 ¢ g' r C1' NOTES ' O N 1)Unbalanced floor live loads have been considered for this design. 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. -.-.- J i 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to47/ be attached to walls at their outer ends or restrained by other means. d a ' 0 A. 496344 CASE(S) Standard 0fST'34 ./..---- Vrq AL VNA ��cc5j PRQ . '' 870 2PE 0.0 �f' cn ,cv -p �AT ©REG N ti= �M ©S Al. HO; EXPIRES:06/30/2015 April 22,2014 t r WARNING-Vefif Y design paracet,rs and READ 50T€S ON THIS AND:tea dLED bTr1sx RE ER€t 2 PAGEMTI-7473 xc 1129,12j1i 8:a=3RF USE �� Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the k� ��m erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IYB fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TP11 Qualify Criteria,DSB-89 and BCSI Briding 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 115auttnens Pine ISP}tuzritset is spiestfied,the design values a se these effective Obffl1/2o1c itsy t;:tSC Job Truss Truss Type Qty Ply 56 R41832525 PL14-90UP F04 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc Mon Apr 21 15:39:24 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1UY-Os9SFLfvrk8yS3it6YDWIpeEXtNnfT6kiNRL? zOQTX I 2-3-0 I I 1-4-11 II 1-2-0 I I 1-0-9 I 2-6-0 Scale=1:31.6 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 1.5x3 I I 4x5= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 "_ O N e e e® w 1:". 15 14 13 12 11 3x4= 3x8 = 3x5= 354= 4x4= 3x4= 14-3-11 I 13-1-11 '134-111 I 18-1-4 I 13-1-11 0-7-0 0-7-0 3-9-9 Plate Offsets(X,Y): (12:0-1-8,Edoel.113:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.77 Vert(LL) -0.33 13-14 >663 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.84 Vert(TL) -0.51 13-14 >419 360 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012TTP12007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.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=791/0-4-4 (min.0-1-8),11=791/Mechanical FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 01ONIO TOP CHORD 2-3=-2635/0,3-4=-2635/0,4-5=-3446/0,5-6=3446/0,6-7=-2477/0,7-8=-2477/0,8-9=-2477/0 BOT CHORD 15-16=0/1550,14-15=0/3254,13-14=0/3130,12-13=0/2477,11-12=0/1721 0 ov w.AS.l, o,fr WEBS 7-13=0/354,8-12=-569/0,2-16=-1700/0,2-15=0/1191,4-15=-679/0,6-14=0/405,9-11=-1858/0,9-12=0/1092, C' ,=—.,``W i 6-13=-860/0 .'.,'T.' �s "O 6 NOTES 1)Unbalanced floor live loads have been considered for this design. - 2)Refer to girder(s)for truss to truss connections. 1 I 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ," 49639 . 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to Pet,- ' GISTtsR be attached to walls at their outer ends or restrained by other means. '� 4"JONALV LOAD CASE(S) Standard ��,R0 PROF?tS 87022PE f fn cv y "CIT OREG N �� qtr 9O 8ER \\ a0 ©� A. Het: EXPIRES:06/30/2015 April 22,2014 1 A WARNERS-Verify design parameters and READ NOTES ON TNIS AND IMAM MITER REFERETIA'F PAGE 1411-7473 ma 1/29/20I4BEFOREtJSE Design valid for use only with M1ek connectors.This design is based only upon parameters shown,and is for an individual building component. L I Applicabifty 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 ekv erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding tTv1E fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/IPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety InfornatIon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Canis Heights,CA,95610 ft Southern Fines SP}lumber Su sgesi0ecE the design values are these effective OS/0112053 by AL&C Job Truss Truss Type Qty Ply 5B R41832526 PL14-90UP F05 Floor 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:26 2014 Page 1 ID j7axn40sHnThlyaUAczwOszX1 UY-zFGDgOgAMMOghMsFDzG_gEjdrh4P7Ju1AhwS3tzOQTV 1-3-0 1 11-1-1 II 1-2-0 I 2-4-15 I 2-6-0 I Scale=1:35.4 4x5= 3x4= 3x4= 3x4= 3x4= 4x4= 3x6 FP= 3x8= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1wei NI , \ e / Nor N a/ N o 7. N o / _ o i • oo e 26 25 24 23 22 21 20 19 18 17 3x4= 4x6= 3x5= 3x6 FP= 3x5= 3x5 = 4x6= 3x6 = 3x5= 3x5 VVB= 15-7-9 I 145-915-0-9 20-9-8 14-5-9 0-7-0 5-7-0 I 5-1-15 Plate Offsets(X,Y): (12:0-1-8,Edgel,118:0-1-8,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 0.59 Vert(LL) -0.40 21 >624 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.62 21 >402 360 BCLL 0.0 Rep Stress lncr YES WB 0.84 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(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=909/0-4-8 (min.0-1-8),26=909/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 'OHIO TOP CHORD 2-3=2003/0,3-4=-2003/0,4-5=-3413/0,5-6=-3413/0,6-7=-4247/0,7-8=-4247/0, 8-9=4495/0,9-10=-4495/0,10-11=-4230/0,11-12=-4230/0,12-13=3519/0, © Ov'WAShrh 13-14=-3519/0,14-15=-3519/0 `W }, BOT CHORD 25-26=0/1077,24-25=0/2776,23-24=0/3897,22-23=0/3897,21-22=0/4436,20-21=0/4401,� /�r�a'`- v�p '� 19-20=0/3519,18-19=0/3519,17-18=0/1990 L, tz WEBS 12-19=357/0,13-18=-426/0,2-26=-1375/0,2-25=0/1183,4-25=-987/0,4-24=0/813, N 6-24=-618/0,6-22=0/446,15-17=-2149/0,15-18=0/1659,10-20=-272/35,11-20=-327/0, 12-20=0/1057 i ':k. NOTES 'P .,(s 49639 � 1)Unbalanced floor live loads have been considered for this design. *''\, tSi i 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)26. 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 be attached to walls at their outer ends or restrained by other means. ��R 0 ['Rope R°peseS' LOAD CASE(S) Standard CiG)N �i /Q2 87022PE 9f yce tN tv fi'0j, OREG.N e? <t// 90 BERN\ c'© ©S5 )4 H 04 EXPIRES:06/30/2015 April 22,2014 WARNING-Veriffdesign paame'Ers and RRE4E l ES ON'MIS AND IPadDED MIIEK REFEREtr PAGE MII-1473 rex 1/29/Is14 BEFORE'USE �� Design valid for use only vwth 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 responsibllify of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Niel( fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 if Si ine re Pine.ISM.tuxrsber is spetlfled,the design values W.those elks-rise 06/131/2431.3 b MSC Job Truss Truss Type Qty Ply 5B R41832527 PL14-90UP FO6 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:26 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-zFGDgOgAMMOghMsFDzG_gEjkKhEo7WE1AhwS3tzOQTV 1-4-0 2-6-0 1 1.5x3 II 2 3x4= 3 1.5x3 I I Scale=1:8.7 0 N (1 // 5 ri 4 3x4= 3x4= 1-81 4-1-0 I 0. 1-8 3-11-8 LOADING(pst) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 * 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.04 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-1-0 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) 4=174/Mechanical,5=174/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. . NOTES 10N10 �l 1)Refer to girder(s)for truss to truss connections. © o WAS,rr, �Y 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. C.1 'W{,1 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUTPI 1. Q- ,Q d 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to > c i i,« G 1 be attached to walls at their outer ends or restrained by other means. - I LOAD CASE(S) Standard 49639 4,p `S1ONALV, 87022P; r" N ASF R GON c}t'�o4.,/ C' M9ER ', On A. HO'' P EXPIRES:06/30/2015 April 22,2014 WARNIA*-Vanity design parametra and READ ROMS ON NUS AND INCLUDED MITER REFEREAUPAGE NII-7413 tae i/2S/211dBEFOREUSESE Design valid for use only with M1ek connectors.This design is based only upon parameters shown,and k for an individual building component. Applicability of design parameters and proper incorporation of component is responsiblity of building designer-not truss designer.Bracing shown Mal is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of they;14e-- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Ct fabrication,qualify control,storage,delivery,erection and bracing,consult ANSI/IP11 Quality Criteria,DSB-89 and SCSI Belding 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 ftSauthteen distelST4lumber is specified,the design aet erase these effestire DE/D$/2O35 by MSC Job Truss Truss Type Qty Ply 5B R41832528 PL14-90UP F07 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 15:39:28 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszX1 UY-veOz5iiQuzeOwgoeLOlSvfozjUmsbGBJd?PY81zOQTT 1 1-7-12 I I 1-8-15 1 1 1-2-0 I I 1-4-9 I 1-6-0 Scale=1:30.1 3x6= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 3x5= 1.5x3 I I 1 2 3x8= 3 4 5 6 7 8 9 10 11 • N ` \ o e ® O O e e `ee 19 8 17 16 15 14 13 `12 3x4 I I 3x6= 3x8= 3x5= 3x5= 1.5x3 II 3x4 = 3x4=- I I 1-10.12 2-914 17-5-4 I 1-10-12 0-128 15-5-0 Plate Offsets(X,Y): (2:0-3-0,Edael,18:0-1-8,Edgel,(13:0-1-8,Edge1,119:Edge,0-1-81 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.18 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.27 14-15 >687 360 BCLL 0.0 Rep Stress Incr NO WB 0.67 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:83 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:17-18,16-17. REACTIONS (lb/size) 18=1194/0-5-8 (min.0-1-8),12=627/0-2-12 (min.0-1-8) Max Gray 18=1194(LC 1),12=662(LC 4) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. �ONio— TOP CHORD 1-2=0/670,2-3=-950/312,3-4=-950/312,4-5=-2192/0,5-6=-2192/0,6-7=2379/0, oc? 4v WAS`jrr, 4 7-8=-2379/0,8-9=1741/0,9-10=1741/0 "'Y 11, BOT CHORD 17-18=-670/0,16-17=-32/1694,15.16=0/2387,14-15=0/1741,13-14=0/1741, �": , '+�' d 12-13=0/909 t 4� t WEBS 9-13=408/0,2-18=808/0,1-18=765/0,8-15=14/787,7-15=259/0,6-16=-295/0, --,--. i , N 4-16=0/641,4-17=935/0,10-12=1092/0,10-13=0/1027,2-17=0/1309 1)OUnbalanced floor live loads have been considered for this design. 4, 49&39 �,,t, 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. Gxs1 ' C' 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. : NAL06� 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. , 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)304 lb down at 0-1-8 on top chord. �� F-9 PR Q1t -s'S The design/selection of such connection device(s)is the responsibility of others. , 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ��Gj , GI NF A /p LOAD CASE(S) Standard w..‘- o7 _)„r3E '),” 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 /> Uniform Loads(pIf) , Vert 12-19=8,1-11=80 Concentrated Loads(Ib) �r N Vert:1=-304(F) F �"0 °REGO etz, 40 ' FS R �\ -N" On SA H - ' EXPIRES:06/30/2015 April 22,2014 4 WARNING-Ver,'fgdewss Via,>rse rs and S h1?TES r THIS MD. .a.iL€/l//57€1€fu:EREM2 PAGE PS71-7413; t;Pt ap r.,0:49€3RE U,5€ �� Design valid for use only with Mick 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 )Te,.Ra fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 N SeetNem Thee1 /ember is specified,the design yadeeseaethose efective06/O1/3013 by ALSO Job Truss Truss Type Qty Ply 5B R41832529 PL14-90UP FO8 Floor 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:28 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-veOz5iiQuzeOwgOeLOlSvfo4nUv9bNVJd?PY81zOQTT I 2-6-0 I°.5.10 I I 1-2-0 I I 1-4-14 Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.503 II 1.5x3 II 1 23x4= 3 4 53x4= 6 00 0 e 0 G M N e e e 1r: 9 8 e e3x4= 3x4= 3x4= 3x4=- I I 3-1-2 3-?-110 3-9-10 I 4-4-10 41e 8-6-8 I 3-1-2 0-1-6 0-7-0 0-7-0 0-1- 4-0-6 Plate Offsets(X,Y): 18:0-1-8,Edgel,19:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.17 Vert(TL) -0.06 7-8 >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/TPI2007 (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=370/0-2-12 (min.0-1-8),7=370/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten,-All forces 250(Ib)or less except when shown. 010Ni° . TOP CHORD 2-3=732/0,3-4=-732/0,4-5=-732/0 BOT CHORD 9-10=0/682,8-9=0/732,7-8=0/665 0$ dv NATAS`.tjjl, WEBS 2-10=736/0,2-9=37/269,5-7=718/0 C-, Y O. NOTES i t x zz 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. j 44- 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to `dam. 49639 be attached to walls at their outer ends or restrained by other means. © xs ......") LOAD CASE(S) Standard S`S,jdNAL ��� VY ,et � tiEt PR(Fs cg cNGi�E 9 r04mi . 870 2P -g mom,,, °REGO c1`, Qjtr/ 9O 'LASER '\1 On He\'� EXPIRES:06130/2015 April 22,2014 B I A WARNING-Verify design parameNrs and READ NOTES ON 2515 AND IMaf#DED MIMER REFERENa PAGE MrI-7413 tgr,1/28/2014 BEFORE USE Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown Mil is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Pi;R.e* erector. Additional permanent bracing of the overall structure k the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCS1 Building Component - 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 Ni.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if SszuthssnPine f SP} rm rer is spetifieo/,tate design values are those effective /11/2053 by AIN. Job Truss Truss Type Qty Ply 58 R41832530 PL14-90UP F09 Floor 1 1 Job Reference(notional) Pacitic Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:29 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-NgyLl2j2fHmFYgbqv5phStLFYuG7KsvTsf96gCzOQTS I 2-6-0 I 0-5-6 I I 1-2-0 I I 1-7-2 Scale:1"=1' 11.5x3 I I 2 3x4 = 31.5x3 I I 4 3x4= 51.5x3 II J O O N A )„e b 1.5x3 II 9 8 7 6 354= 3x4= 354= I 3-0-14 X21 3-9-6 4-4-6 I 6-2-8 I 3-0-14 1- 0-7-0 0-7-0 1-10-2 Plate Offsets(X,Y): r4:0-1-8,Edael.18:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.02 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.03 8-9 >999 360 BCLL 0.0 Rep Stress Ina' YES WB 0.12 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:29 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) 9=267/0-2-8 (min.0-1-8),6=267/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. „�ONIO 114, TOP CHORD 2-3=-362/0,3-4=-362/0 Y.'t'1 BOT CHORD 8-9=0/423,7-8=0/362,6-7=0/362 0o? Q WASTh„ WEBS 2-9=-456/0,4-6=424/0 N NOTESO- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. \ 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. r 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. d 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 ,14 r' b R ? be attached to walls at their outer ends or restrained by other means. STS 4 51 LOAD CASE(S) Standard zoNA V, 8702PE . f f o2, cv -p A OREG.N c2�' W OrNO BER �\ �y� -5) A, Hen EXPIRES:06/30/2015 April 22,2014 A a JA.NTNG-`ee„tlderign ga.0-,:e rs and RE 4T/&TES CN THIS AND Itsa .UDEL!IldlEK REFEREha PATE WI-1473 tee£/29/2014If153R/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 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the B' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding le 14 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 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 N Sounitseaa1 Pine 15P1 tsxmbssr is speed-teat dne design values are theta:effective 05/05122013 by MSC Job Truss Truss Type Qty Ply 5B R41832531 PL14-90UP F10 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc. Mon Apr 21 15:39:30 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszX1 UY-rOWjWOjgQau6A_AOSoKw_4uKNIS83Cjc4JufCezOQTR I - 2-3-0 I I 1-7-11 I I 1-2-0 I 1-4-9 I 1-6-0 I Scale=1:26.9 1.5x3 I I 3x5= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 e o'3' 10111111111.1111111.11.11111.11111111. —1111111 - / \ e P 9 N e a e o e e e 1h 14 13 12 11 i 3x4= 3x6= 3x6= 1.5x3 I I 3x4= 3x4= 1211 I 11-1-11 I1-8-11 I I 15 -5-4 I 11-1-11 0-7-0 0-7-0 3-1-9 Plate Offsets(X,Y): f6:0-1-8,Edgel,f11:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.18 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.71 Vert(TL) -0.28 12-13 >663 360 BCLL 0.0 Rep Stress Ina- YES WB 0.53 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:70 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) 15=673/0-4-4 (min.0-1-8),10=673/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 10NIO TOP CHORD 2-3=-2121/0,3-.4=-2121/0,4-5=2434/0,5-6=-2434/0,6-7=1775/0,7-8=1775/0 �+P BOT CHORD 14-15=0/1291,13-14=0/2467,12-13=0/1775,11-12=0/1775,10-11=0/925 QG3 01~WAS, WEBS 7-11=417/0,2-15=1416/0,2-14=0/910,4-14=380/0,5-13=274/0,6-13=0/820,8-10=-1112/0,8-11=0/1049 Li $, G � � NOTES ., srr (' O1, rn 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. t' 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to '4, 49639 kf be attached to walls at their outer ends or restrained by other means. fl14�t'(+GLS''i LOAD CASE(S) Standard '''1ONAL' ��c;Cc�G N '�'s'44, O2 870 2PE 9 C % . °REGO 2 p; 9O, 4$ER ,•\ EXPIRES:06/30/2015 April 22,2014 a WADE-Verify design parameters and READ N3ISS ON 7N/SAND INCIUDED MUM REFEREN E PAGE MTI-7473 ten 1/29/2314 BEFORE USE — Design valid for use only vAth MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the { ��- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding t'4 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSS-89 and SCSI Bulding 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-.bine OP)kumbee is upedfied,the design values aye Melte effectiveof/OE/209,3 byrALEC Job Truss Truss Type Qty Ply 5B R41832532 PL14.90UP F11 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 15:39:30 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1UY-rOWjWOjgQau6A_AOSoKw 4uPzIbT3Hwc4JufCezOQTR 1 2-6-0 1 0-5-10 I I 1-2-0 1 1 1-6-14 I Scale=1:16.4 1.5)(3 I1 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 11 1 2 3 4 5 6 0 N e 1CXX ee e 9 8 3x4= 3x4= 3x4= 3x4= I 3-1-2 3110 3-9-10 1 4-4-10 416-8 8-8-8 I 3-1-2 0-1-b 0-7-0 0-7-0 0-1- 4-2-6 Plate Offsets(X,Y): f8:0-1-8,Edgel,19:0-1-8,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 0.20 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.18 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:40 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=377/0-2-12 (min.0-1-8),7=377/0-4-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. o1ONIp TOP CHORD 2-3=761/0,3-4=-761/0,4-5=-761/0 BOT CHORD 9-10=0/701,8-9=0/761,7-8=0/682 o �, WASjr,, WEBS 2-10=-757/0,2-9=-28/290,5-7=-737/0 `W NOTES L4j + O1. ZTS 1)Unbalanced floor live loads have been considered for this design. ta 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. ,' 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/T'PI 1. 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 40P 49639 44. be attached to walls at their outer ends or restrained by other means. 0 ' ' iGr '4 LOAD CASE(S) Standard �'�'� A� ~SS6 • t `c O PRQFE- �„5 GI�EF9 ib 87022PE ter" y ' GO cici49ti .OR \ p A, He?' N*4 <�t Yr 40 EXPIRES:06/30/2015 April 22,2014 t S 3SARNING-Verify design yafanretPss and READ NOTES ON MIS AND rty3UDED MUM R€FEREIKI PAGE 1311-1473 sex 1/25/2814 TORE USE Design valid for use only with Mffek connectors.This design is based only upon parameters shown,and b 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 responsibilrity of the /� p� erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Mi I�°eR' fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality 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 it Southern Pine ISP}kasilser is irpeCefied,the dsxigevartuts are thine effective 0&?02j201.3 by ALSO Job Truss Truss Type Qty Ply 58 R41832533 PL14-90UP F12 Floor 6 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:39:31 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-JD46jkkIBuOzn71DOWr9XIQ W2ipMofRmJzeDk4zOQTQ I 2-6-0 I I 2-3-5 1 1 1-2-0 II 2-4-11 Scale=1:28.7 1.5x3 I I 3x5= 1.5x3 II 3x4= 1.5x3 I I 1.5x3 II 3x5= 1.5x3 I I 1 2 3 4 5 6 7 8 No t / 111111111111111. \ e s / ` piN e e 19 12 11 10 3x4= 3x8= 3x4= 3x4= 3x4= 10-8-13 11-5-5 I 10-0-5 10-0113 11-3131 1 16-5-8 I 10-0-5 0.-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): f10:0-1-8,Edae1,f11:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >770 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.41 11-12 >478 360 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 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) 13=718/0-1-12 (min.0-1-8),9=718/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 1ONIp TOP CHORD 2-3=-2476/0,3-4=2476/0,4-5=-2549/0,5-6=-2549/0,6-7=2549/0 �� BOT CHORD 12-13=0/1527,11-12=0/2827,10-11=0/2549,9-10=0/1522 O$ v WASxt ``q,, WEBS 6-10=-319/0,2-13=-1648/0,2-12=0/1025,4-12=-379/0,4-11=466/163,7-9=-1643/0,7-10=0/1116 4y ``WW(F� `7� NOTES w p1, I 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)13. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. r 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to "ti 49639 , be attached to walls at their outer ends or restrained by other means. (} ois Ise 'S., LOAD CASE(S) Standard 4'j0NA r j1ll'''. � <0.fil,E9 PROrk- 87022PE f / y 'Oj, OREGON q, 41/ aS A. He��P EXPIRES:06/30/2015 April 22,2014 f WARNING-1e&y deatgn paanletrrs and IAD riL TES ON MIS AND IM2II9ED MITER REFERENCE FAGS f411-7413 Mc 1/Z9/Did BEFOREt1SL Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Mil 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 responsibillify of the - {e* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Fa fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern Pine(Sln}"Motheris speediest,she design vetoes are those.effective 06/011202.3 by ALIC Job Truss Truss Type Qty Ply 5B R41832534 PL14-90UP F13 Floor 6 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:32 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-nPeUx4IxyC8gPHKPaDNO3Vzcx55RX5zvYcNmHWzOQTP 2-3-0 1 1-4-11 II 1-2-0 II 1-2-5 1 2-6-0 Scale:3/8"=1' 1.5x3 I I 3x6= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 I I 4x5 = 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 oe o e 1‘.:29 o e e e 1" 15 14 13 12 3x4= 3x8= 3x5= 3x4= 4x4= 3x4= 14-3-11 I 13-1-11 13-8-111 1 18-3-0 13-1-11 0-7-0 0-7-0 3-11-5 Plate Offsets(X,Y): 112:0-1-8,Edael.(13:0-1-8,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 0.74 Vert(LL) -0.33 13-14 >651 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.85 Vert(TL) -0.53 13-14 >412 360 BCLL 0.0 Rep Stress!nor YES WB 0.61 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:81 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=797/0-4-4 (min.0-1-8),11=797/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp,/Max.Ten.-All forces 250(Ib)or less except when shown, `-cONIo TOP CHORD 2-3=2664/0,3-4=-2664/0,4-5=-3503/0,5-6=-3503/0,6-7=-2556/0,7-8=-2556/0,8-9=-2556/0 )' BOT CHORD 15-16=0/1564,14-15=0/3297,13-14=0/3200,12-13=0/2556,11-12=0/1731 o QV WASJf., WQEBS 7-13=0/349,8-12=-534/0,2-16=1715/0,2-15=0/1206,4-15=-695/0,6-14=-7/395,9-11= 11869/0,9-12=0/1118, 6-13=-853/0 '."7 ` fes, eta �O Ci NOTES V cO t x iris 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)11. r 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. d 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 9 t3 ty be attached to walls at their outer ends or restrained by other means. '( _/. c Sl LOAD CASE(S) Standard 'QNALTS , WI *-37 ‘t• 87022PE / f - "°„,>, OREGO rid 41 .P� ',14- ER AA•, �© © 5 A.. }ick EXPIRES:06/30/2015 April 22,2014 e ¢ WNiSTNG-Verify deaign pari-nle;Prs and READ NOTES ON THIS AND 5M2.UDE MTTEK RE EREha PAGE MI1-14T3.inc//24/233411EF3RE-USE �� Design valid for use only with Mitek connectors.This design is based only upon parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Miele erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.for general guidance regarding tv fabrication,qualify control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-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 5astthsa'n.Pine 15P}hrmiter is specified,the design valuesese these effective Oi{f01/2O1.3 try ALSL Job Truss Truss Type Qty Ply 5B R41832535 PL14-90UP F14 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:39:33 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-FbBs8QmZJVHh1 Rub8xudcjWSmVXEGcZ3nG7JpzzOQTO I 2-0-0I I 1-10-1 I 1-2-0 11 2-5-3 Scale=1:21.0 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 I I 1 2 3 4 5 6 3x4= 7 0 N �o e o 12' 11 10 e 9 8. ' 3x4= 3x5= ' 3x4= 1.5x3 II 3x4-- I I 8-2-9 1 8-9-9 1 9-4-9 I 12-0-12 8-2-9 0-7-0 0-7-0 2-8-3 Plate Offsets(X,Y): 16:0-1-8,Edgel,110:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.14 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.49 Vert(TL) -0.21 10-11 >670 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:54 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.t&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 12=525/0-2-8 (min.0-1-8),8=525/0-1-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TC/M0 TOP CHORD 2-3=1397/0,3-4=1397/0,4-5=1183/0,5-6=1183/0 f BOT CHORD 11-12=0/887,10-11=0/1518,9-10=0/1183,8-9=0/1183 oo? pd'9trASJ,rr, WEBS 2-12=994/0,2-11=0/571,4-10=-443/3,6-8=1277/0 G Cy ',7-2: '`M' NOTES y 3.9:1"'6e,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)12,8. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ,?-7 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 "d , be attached to walls at their outer ends or restrained by other means. ?'Q 49639 9 "vOxsT ' LOAD CASE(S) Standard dNAL-66 TI 414 2 g • 2pE Vit- - fi'oj, OREGO c?,z' <t/ 9On ' BEs \\\4v.,41 S A. HSC:k EXPIRES:06/30/2015 April 22,2014 t a WARNThS-Verff design parameters and READ NOTES ON THIS AND I{aZ€#WED MEN REFEREf12 PAI3E x411-7413 rex 1/29/2014 BE OP.EUSE 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 Mil is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibilfrty of the °�°at' Ke erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTele fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1141 Quality Criteria,DSB-89 and SCSI Belding 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 Milian-her Is specified,the design vahtes are those effective 06f*1f2o43 by AI.SG Job Truss Truss Type Qty Ply 513 R41832536 PL14-90UP FG1 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:34 2014 Page 1 ID:j7axn4OsHnThlyaUAczw05zX1UY-kolEMlnBUpPYebTohePs8w26nvzq?7vC?wstLPzOQTN 1-4-12 I 1-4-0 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 0 , N fr •s 5 4 3x4= 3x4 = 2-11-12 2-11-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) 0.00 5 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.09 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC20121TPI2007 (Matrix) Weight:15 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=253/Mechanical,5=249/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-4=309/0,2-5=304/0 otoNTO NOTES ©o? Oi WA .s.t1„ 1)Refer to girder(s)for truss to truss connections. CJ 4 0 1 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. / Q CIA 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to r4 4, v be attached to walls at their outer ends or restrained by other means. 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)188 lb down at 1-5-2 on top chord. The design/selection of such connection device(s)is the responsibility of others. r 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �5r LOAD CASE(S) Standard S" 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 l NAL' Uniform Loads(plf) Vert:4-5-10,1-3=-100 Concentrated Loads(Ib) Vert:2=-188(F) c) PROpp coy 87022PE t f' -7 OREGO c 4i 9O ksBER \\ S A. HE.RP EXPIRES:06/30/2015 April 22,2014 ®WANING-Verify design pumssiefrrr sod READ NOTES R Tt-IIS AND INCLUDED MITE R R FERE?NNN PAGE P01-7473 mg 112V RE DREUSE 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 Mil is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibiliity of the �° p� erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding (teI4 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. Carus Heights,CA,95610 If Southern Pine(SP)lumber Is spet£!sest,she design uatates are,these effective 08/01/2055 by At$( Job Truss Truss Type Qty Ply 58 R41832537 PL14-90UP FG Floor Girder 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:39:33 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-FbBs8QmZjVHh1 Rub8xudcjWuGVbcGeL3nG7JpzzOQTO 1-6-0 I 1-5-10 I I 1-2-0 I I 1-4-14 I 2-6-0 Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4= 11 3 4 53x4= 6 ee e e 0 0 777;7„...7)..„7, N e e e e 1trXX e e \n/° i 9 8 3x4= 3x4= 3x4= 3x4= I 3-2-10 I 3-9-10 1 4-4-10_ 1 8-6-8 I 3-2-10 0-7-0 0-7-0 4-1-14 Plate Offsets(X,Y): (8:0-1-8,Edgel,19:0-1-8,Eduel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) -0.04 9-10 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=497/0-2-12 (min.0-1-8),7=412/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 0101410`p, TOP CHORD 2-11=926/0,3-11=926/0,3-4=-926/0,4-5=-926/0 BOT CHORD 9-10=0/669,8-9=0/926,7-8=0/771 Q$ WA$J,rT, WEBS 2-10=804/0,2-9=0/327,5-7=-833/0,5-8=0/303 `W NOTES ,Z Cl #... II 1)Unbalanced floor live loads have been considered for this design. t4 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to "d be attached to walls at their outer ends or restrained by other means. {� 9�34 . GISTLO'S' 4t1 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)233 lb down at 2-2-0 on top chord. ' ,, The design/selection of such connection device(s)is the responsibility of others. ,$'1O1 AL' 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 0 PR OF4`�s Uniform Loads(plf) Vert:7-10=-8,1-6=-80 C.,. �GI N C - Concentrated Loads(Ib) .7 07-� Vert:11=-169(B) 870 2PE t•. .,.y ` „,,OREG N r) <U -Y, c'j3ER N\ �4 OS A. HeR�I'' EXPIRES:06/30/2015 April 22,2014 t t WARMS-Verify design yaraorefrs and READ MOTES ON MIS AND DELUDED MT TEK REFERENa PAIGE f47I-7473 rat I/29/22Id IMRE Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicabirity of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction a the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding ig ek" fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPI1 Quallly Crtteria,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. Carus Heights,CA,95610 if Southern Phut(5P lumber is ipecifiett,the des`rgm values ams ttlstae effeeetive 06/01/2053 by MSC Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y 4- /4 I I 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damageor Personal Injury offsets are indicated. rte= Dimensions are in ft-in-sixteenths. I11k. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 1 2. Truss bracing must be designed by an engineer.For 0'/16„ 4 wide truss spacing,individual lateral braces themselves illiffmay require bracing,ar alternative Tor I _EIE ., p bracing should be considered. 11.2111110, 3. ed desn ding shown and never rL I L14 II PEI 1 111 stack materials onthe inadequatelyloabraced trusses. 4. ProvideNeverexcecopies of this truss igdesign to the building For 4 x 2 orientation,locate 7` .7 O1— designer,erection supervisor,property owner and plates 0 'ria' 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. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE 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 i� Indicated bysymbol SYP represents values as published specified. �/ shown and/or y by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. tliNHO IIndicates locafion where bearings16.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. III II II [In Min size shown is for crushing only. NOM MI 1.717-41 K 18.Use of green or treated lumber may pose unacceptable _. environmental,health or performance risks.Consult with project engineer before use. Industry Standards: Mil ANSI/TPII: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, t tem 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). }-" tic at taffy i 40 a IA i 1.4 **'''',.*,,,,„2:0:1,0,1,2° h lA a ilk S G1301) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-10=(-958) 2635 3-10=(-318) 336 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3001) 1231 10-11=(-697) 2186 10- 4=(-120) 564 WEBS: 2x4 KDDF STAND 3- 4=(-2717) 1165 11-12=(-716) 2136 4-11=(-785) 486 LOADING 4- 5=(-1912) 966 12- 80(.960) 2567 11- 5=(-551) 1293 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1912) 966 11- 6=(-785) 486 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2717) 1165 6-12=(-120) 565 TOTAL LOAD = 42.0 PSF 7- 8=(-3001) 1231 12- 7=(-318) 336 OVERHANGS: 10.0" 10.0" 8- 9=( 0) 42 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,MIBHS,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" -276/ 1775V -226/ 226H 5.50" 2.84 KDDF ( 625) 40'- 0.0' -276/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111' MAX LL DEFL = 0.178" @ 20'- 0.0" Allowed = 1.954° MAX TL CREEP DEFL = -0.330" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = 0.070" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.117' @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 1906 AT TIME OF MANUFACTURE. 20-00 20-00 T '( T Design conforms to main windforce-resisting f 7-00-05 6-05-13 6-05-13 6-05-13 6-05-13 7-00-05 system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 �I 6.00 load duration factor=1.6, 4.0" Truss designed for wind loads /- 5 ^� in the plane of the truss only. M-5x6(S) M-5x6(S) 3.1' 0.25" 0.25" 1A\ A 0 o M-1.5x4 AA)10M-1.5x4 0 COco /- o .0" 10 1` 12 ..-.\ o o ' -3x8 M-3x4 d•25" M-3x4 M-3x8 8 M-5x8(S) y y y y y J, y 10-03-04 9-08-12 9-08-12 10-03-04 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - Alto PRo 0" Pei, Scale: 0.1552 4N 6 WARNINGS: GENERAL NOTES,unless otherwise noted. * 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual .0'P;0 E f� Truss: Al and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/or tl wall C. !a s ' P cin 9(T ) rY (B ) I DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ t� 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, OREGON ^cI SEQ. : 5992791 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„,i), r,Tr /� design loads be applied to any component. and are for"dry condition"of use. / 2oh "A- TRANS I D: 40333 4 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 14, �y fabrication,handling,shipment and installation of components. necessary. j1,1C� V 7.Design assumes adequate drainage is provided. C ji R 1 0"- 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 VIII VIII VIII IIII INN VIII I I III TPINYTCA in BCSI,copies of which will be furnished upon request. lines coincide withzjointcenterInches.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 IIIIllH II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.12=(-1420) 2608 12- 3v( 0) 291 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3048) 1745 12-13=(-1422) 2605 3.13=(-547) 259 WEBS: 2x4 KDDF STAND 3- 4=(-2505) 1688 13.14=(-1231) 2235 13- 4=(-102) 534 LOADING 4- 5=( -597) 766 14-15=(-1231) 2235 13- 6=(-348) 150 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1683) 1035 15.16=(-1449) 2605 14- 6=( 0) 311 BC LATERAL SUPPORT <= 12"OC. UON. OL ON BOTTOM CHORD = 10.0 PSF 5- 7=( -481) 778 16-10=(-1447) 2608 6-15=(-348) 150 TOTAL LOAD = 42.0 PSF 6- 8=(-1683) 1035 8.15=(-102) 534 7- 8=( -597) 766 15- 9=(-547) 259 NOTE: 2x4 BRACING AT 24"OC UON. FOR $ LL = 25 PSF Ground Snow (Pg) 8- 9=(-2505) 1688 9-16=( 0) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9.10=(-3048) 1745 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 10.11=( 0) 42 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 10.0" 10.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) vertical members (uon). 0'- 0.0" -460/ 1775V -197/ 197H 5.50" 2.84 KDDF ( 625) 40'- 0.0" -460/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) Unbalanced live loads have been considered for this design. ICOND. 2: Design checked for net(-5 5sfl uplift at 24 "pc spacing.' Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0,111" MAX LL DEFL = 0.235" @ 22'- 7.4" Allowed = 1.954° MAX TL CREEP DEFL = -0.334" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.098" @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.123" @ 39'- 6.5" 17-11-11 4-00-10 17-11-11 DESIGN ASSUMES MOISTURE CONTENT DOES �( NOT EXCEED 19% AT TIME OF MANUFACTURE. 7-03-04 6-05-04 4-00 00-05 4-03-03 6-05-04 7-03-04 Design conforms to main windforce-resisting f T 1 -03-0 T T '1 T system and components and cladding criteria. 14-00 14-00 Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M-4x6 M-4x6 12 load duration factor=1.6, 6.00 I/ ^ 5 M-3x8$ 7 Truss designed for wind loads o Q 6.00 in the plane of the truss only. M-4x6 - M-4x6 M-5x6(S) �:. $ N 4:. M-5x6(5) 0 0.25" 0.25" °' 3 + .+ c M es O O /_ o 1 12 13 1HM4 15 16 -'`11 4i o M-3x8 M-1.5x4 M-3x8 0.25" M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) / ./ y 1, 1, 1, I y y 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 y y 0-10 40-00 0-10 R OF6 JOB NAME : POLYGON PLAN 5-B NH - AH7 Scale: 0.1547 �c�'-'�tt N ,A- WARNINGS: GENERAL NOTES,unless otherwise noted: ,,,,C..0. �10'I 'r'- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual c• S Gfi Lhl trtr""ii" Iruss: AH7 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. Ade, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 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). ,,,e. 48601001P " DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � {CIZ•' 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 OREGON to SEQ. : 5992792 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L"- ,,,i% A. design loads be applied to any component. and are for"dry conddlon"of use. ,I' �a ..){.,, TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 14, �' fabrication,handling,shipment and installation of components. Dnecessary. f�,� R R)�.- 7.Design assumes adequate both drainagecis provided. `+ �. 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 1111 I I I I I I I 11 I I I I II TPIM?CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 11 e.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:12/31/2015/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 111&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-12=(-1076) 2619 12- 3=( 0) 291 BC: 2x4 KDDF /11&BTA SPACED 24.0" O.C. 2- 3=(-3057) 1363 12.13=(-1078) 2616 3.13=(-534) 316 WEBS: 2x4 KDDF STAND 3. 4=(-2492) 1266 13-14=( -957) 2433 13- 4=(-267) 708 LOADING 4- 5=( 0) 0 14.15=( -957) 2433 13- 6=(-540) 250 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2136) 1206 15-16=(-1130) 2616 14- 6=( 0) 311 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-2136) 1206 16.10=(-1128) 2619 6.15=(-539) 250 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 B-15=(-268) 708 8- 9=(-2492) 1266 15- 9=(-534) 316 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-3057) 1363 9.16=( 0) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 42 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 10.0" 10.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -319/ 1775V -156/ 156H 5.50" 2.84 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 40'- 0.0" -319/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.209" @ 26'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.358" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.083' 8 39'- 6.5" I MAX HORIZ. TL DEFL = 0.127° @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 15-11-11 8-00-10 15 11 11 system and components and cladding criteria. T 1 L T Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-03-04 6-05-04 2-03-0 4-00-05 4-00-05 Z-03-03 6-05-04 7-03-04 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1' 1' T '1 1' T T 1' T load duration factor=1.6, 14-00 14-00 inuss thedesiplaneed offor thewind trussoads only. 5 7 1' 1' 12 M-4x6 M-3x8 M-4x6 12 6.00'/ i .e.. 6.00 M-5x8(S) M-5x8(5) v 0.25" 0.25" 0 m v + + -Ah, M M O O 1 12 13 4 "15 16 1 o o IM-3x8 M-1.5x4 M-3x8 0.25" M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) 1, y y y 1, ,1 y y y 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 y y 0-10 40-00 0-10 JOB NAME: POLYGON PLAN 5-B NH - AH6Scale: 0.1547 ',.]f �GNE `s, WARNINGS: GENERAL NOTES,unless otherwise noted. 4? (/1 -!r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4t� "," P%$ E v- Truss: AH6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 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 suchr as plywood meed where s ownor drywall(BC). ;,+ "�P . DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � (Z. 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. -Sy OREGON ,'fir, SE Q. : 5992793 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, , ,,, N ,{" design loads be applied to any component. and are for"dry condition"of use. /"t }+ r,(} -.- TRANS I D: 403334 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 c 7 , fabrication,handling,shipment and installation of components. necessary. '1' 7.Designlaesassumes adequate ne dthi face isprovided.truss, "'+ )' �`,. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II I I I VIII I I I III III 11 III TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111 II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF M18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.10=(-931) 2619 10- 3=( 0) 291 BC: 2x4 KDDF #18BTR SPACED 24.0" 0.C. 2- 3=(-3057) 1165 10.11=(-933) 2616 3.11=(-534) 368 WEBS: 2x4 KDDF STAND 3- 4=(-2492) 1038 11-12=(-698) 2433 11- 4=(-241) 708 LOADING 4- 5=(-2136) 1015 12.13=(-698) 2433 11- 5=(-527) 203 TO LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2136) 1015 13-14=(-957) 2616 12- 5=( 0) 311 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2492) 1038 14- B=(-955) 2619 5.13=(-527) 203 TOTAL LOAD = 42.0 PSF 7. 8=(-3057) 1164 6-13=(-241) 708 8- 9=( 0) 42 13- 7=(-534) 36B NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 7.14=( 0) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 10.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -247/ 1775V -155/ 155H 5.50" 2.84 KDDF ( 625) 40'- 0.0" -247/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX IL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.179" @ 20'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.358" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = 0.076' @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.127" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 13-11-11 12-00-10 13-11-11 Truss designed for wind loads T '1' T T in the plane of the truss only. 7-03-04 6-08-07 6-00-05 6-00-05 6-08-07 7-03-04 12 12 6.001/ M-4x6 M-3x8 M-4x6 v 6.00 M-5x8(5) r NM M-5x8(S) 0.25" el 0.25" Nr v +. ,+ o CO M O O o i 10 11 12 9 14 o O 1M-3x8 M-1.5x4 M-3x8 02.25" M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) y 1, ), y y ), y 1, 1, 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 b ,, 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH5 Scale: 0.1547 `� " G '�A� WARNINGS: GENERAL NOTES,unless otherwise noted: t'1 -. •"Tru1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4t. a(�P;a E -1-- Truss: ss: AH 5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ✓ DES. BY: BS2'o.c.and at 10'o.c.respectively unless braced throughout their length by r�rr is the responsibility of the erector.Additionalpermanent bracing of p° y 9 continuous sheathing such as plywood in ere s and/or drywall(BC). W.,• " DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ jr 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. 37OREGON <1! SEQ. : 5992 794 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L-`,9 ",,b' A., ., design loads be applied to any component, and are for"dry condition"of use. Jn '.1)," 0 T TRANS I D: 40333 4 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 1 A�1 fabrication,handling,shipment and installation of components. necessary. R A I�. V 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II I 1101 I I 101 I 11 I I I I II 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. MiTek USA,Ino./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 III III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-14=(-1134) 2587 3.14=(-135) 235 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3022) 1414 14.15=(-1211) 3183 14- 4=(-296) 899 WEBS: 2x4 KDDF STAND 3. 4=(-2812) 1314 15-16=(-1289) 3398 14- 6=(-976) 443 LOADING 4- 5=( 0) 0 16-17=(-1264) 3183 6-15=( -32) 304 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2455) 1236 17.12=(-1187) 2587 15- 7=(-197) 130 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3285) 1508 7-16=(-197) 130 TOTAL LOAD = 42.0 PSF 7- 8=(-3285) 1508 16- 8=( -32) 304 8-10=(-2455) 1236 8-17=(-976) 443 NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 10-17=(-296) 899 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-2812) 1314 17-11=(-135) 235 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-3022) 1414 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=( 0) 42 OVERHANGS: 10.0" 10.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series 0'- 0.0" -304/ 1775V -111/ 111H 5.50" 2.84 KDDF ( 625) 40'- 0.0' -304/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) 'COND. 2: Design checked for net(-5 osfl uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111' MAX LL DEFL = 0.273" @ 20'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.495" @ 20'- 0.0" Allowed = 2.606' MAX LL DEFL = 0.001" @ 40'- 10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111' MAX HORIZ. LL DEFL = -0.094" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.146" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 11-11-11 16-00-10 11.11-11 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f T ' '' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-01-08 4-07 2-10-09 5-01-12 5-01-12 2-10-09 4-07 5-01-08 load duration factor=l.6, T 'f -03-06 T '' T -03-06 T ' Truss designed for wind loads 10-00 10-00 in the plane of the truss only. /- 12 5 M-5x6(S) 9 12 M-4x6 6.001/ M-4x6, M 8x4 7 0. 25" M-3x4 0 "----.1 6.00 MP_ k o 25x4 \/\ M-1.5x4 to c, 0 /_ v 1 r. MM ME ... 3 4o 0 14 1 T 1p 17 o M-3x8 M-3x8 �.25" 0.25' M-3x8 M-3x8 0 M-5x6(S) M-5x6(S) 1, ), y J, y 1' J, y 9-06-12 7-00-01 6-10-05 7-00-01 9-06-12 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH4 Scale: 0.1547 `V�11PvoFss WARNINGS: GENERAL NOTES,unless otherwise noted: tl,' :J/;/ .�, 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 l' J l�1, E I- T r us s: AH4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown 0. 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 r' DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ;,. ", g r DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ !�rt , c�C f� C n r�C 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -�y w+OREGON 44, S E Q. : 5 992 7 95 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, /", "% Is, 's. design loads be applied to any component, and are for"dry condition"of use. / j.. 2 At�..,.5... TRANS I D: 403334 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 Ui fabrication,handling,shipment and installation of components. Designnecessary. 7. latesassumes adequateed hdrainagecis sed. R }; 1,.... 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII II 111111111 MI IIII III TPUWfCA in BCSI,copies of which will be furnished upon request. lines ciwith joint center lines. 9.Diggs indicate size of plate in inches. EXPIRES: qq MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) C/41"(RGt7.12/31/2015 111111111 HThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-13=(-1012) 2587 3.13=(-136) 307 BC: 2x4 KDDF 81&BTR SPACED 24.0" O.C. 2- 3=(-3022) 1237 13-14=( -974) 3183 13- 4=(-275) 899 WEBS: 2x4 KDDF STAND 3. 4=(-2812) 1094 14.15=(-1050) 3398 13- 5=(-976) 397 LOADING 4- 5=(-2455) 1044 15.16=(-1012) 3183 5.14=( -43) 304 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3285) 1278 16.11=(-1044) 2587 14- 6=(-192) 143 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3285) 1285 6-15=(-192) 133 TOTAL LOAD = 42.0 PSF 7- 9=(-2455) 1061 15- 7=( -35) 304 B- 9=( 0) 0 7.16=(-976) 389 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2812) 1112 9-16=(-269) 899 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3022) 1247 16.10=(-136) 293 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=( 0) 42 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 10.0" 10.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -241/ 1775V -111/ 111H 5.50" 2.84 KDDF ( 625) M,M2OHS,MI8HS,M16 = MiTek MT series 40'- 0.0" -245/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.246" @ 20'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.495" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = 0.088" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.146" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 0-06.08 �' Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9-11-11 19-09-05 10-03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 5-01-08 4-10-03 4-10-09 5-01-12 5-01-12 4-07-04 �� 4-07 5-01-08 Truss designed for wind loads in the plane of the truss only. 10-00 T 1' 12 6DO -= M-4x6 M- x4 M S 66(S) 0.25" M-3x4 8 M-4x6 12 6,00 r YY )15x4AVAV415x o 134 1 +5 16 ~w2 o V.25"o M-3x8 M-3x8 .25" 0.25 M-3x8 M-3x8 0 M-5x6(S) M-5x6(S) ), ), ), y 1, y y 9-06-12 7-00-01 6-10-05 7-00-01 9-06-12 y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - BH3 Scale: 0.1481 ` o PRt�F 6r N. WARNINGS: GENERAL NOTES,unless otherwise noted: i11(� f, ./i2 '-ir 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual tt� t'... 310�i E Y- Truss: BH3 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. Allyr 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at ✓ DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � �I� 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. -�y OREGON `� SEQ. : 5992796 fasteners are complete and at no time should any loads greater than 5.Desgn assumes trusses are to be used in a non-corrosive environment, /moi ' r,�17 A, design loads be applied to any component. and are for"dry condition"of use. )"r 2-° - TRAN S I D: 40333 4 5.CompuTrus has no control over and assumes no responsibility for the 6.Desgn assumes full bearing at all supports shown.Shim or wedge if 7 4, C' fabrication,handling,shipment and installation of components. necessary. /�, C+ j 7.Design assumes adequate drainage is provided. "'e �'��. e.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center IIII III I I III 11 I I I I III TPIM?CA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1 986(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-13=(-1214) 2654 3.13=( -13) 272 2x6 KDDF #1&BTR T2 SPACED 24.0' O.C. 2- 3=(-3102) 1424 13-14=(-2120) 5340 13- 4=( -309) 975 BC: 2x6 KDDF #1&BTR 3- 4=(-3143) 1441 14.15=(-2516) 6278 13- 6=(-2713) 1079 WEBS: 2x4 KDDF STAND LOADING 4- 5=( 0) 0 15.16=(-2516) 6278 6-14=( -51) 491 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2796) 1339 16.17=(-2432) 5740 14- 7=( -945) 423 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-5392) 2262 17.18=(-1207) 2684 15- 7=( 0) 258 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-5741) 2555 18.11=(-1204) 2686 7.16=( -596) 200 8- 9=(•2744) 1321 16- 8=( -11) 311 LL = 25 PSF Ground Snow (Pg) 9.10=(-2748) 1332 8.17=(-3796) 1672 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10.11=(-3111) 1425 17- 9=( -913) 2127 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=( 0) 42 17.10=( -354) 293 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10.18=( 0) 180 OVERHANGS: 10.0" 10.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -289/ 1775V -118/ 118H 5.50" 2.84 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 40'- 0.0" -250/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 'COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.536" @ 19'- 6.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.975" @ 19'- 6.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.097" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.148" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 7-11-11 16-10-08 4-10-13 10-03 Wind: 140 mph, h=21.7ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, TT T i' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3-00-12 05-0( 4-03-15 7-02-06 5-07-11 4-07-05 4-07-06 5-07-10 load duration factor=1.6, ( '( 1' T f - . - Truss designed for wind loads -05 1 in the plane of the truss only. 6-00 '1 1' 12 12 M-4x6 12 6.00 V 6.00'/ 4.0" -I 6.00 9 .'-r_ 5 0 M-5x6 M- x8 M-3x8 M-5x16, 0 3x4 L;) T M-1.5x4 ' .. is 0 0 3 + IA d• 0 Fyy __ $ �C7�$ ..�CO N 13 14 '1' 15 '�,,6 17 18 `''1.12 o o M-3x8 M-4x12 0.25" M-1.5x4 0.25 M-5x12 M-1.5x4 M-3x8 0 =M-8x8(S) =M-8x8(S) y y y ,k 1, y y y , , 5-04-12 7-02-06 6-10-14 5-04-03 4-10-13 4-09-02 5-05-14 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - BH2 Scale: 0.1481 FF ` ,Q PRop60 WARNINGS: GENERAL NOTES,unless otherwise noted: ��J (�E-'mT 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 t i- ! I PE i-- TrussTruss: : BH2 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. ,,ter'' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ate'. DES. BY: BS 2'o.c.and at 10'c.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). ,,/q " DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ r f 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 17 ,{_OREGON SEQ. : 5992797fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4, "if NI>, A, design loads be applied to any component. and are for"dry condition"of use. ,yh' }.. r�(} C,1... TRANS I D: 403334 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 0 14, ie)T fabrication,handling,shipment and installation of components. necessary. /�L� 7.Design assumes adequate drainage is provided. e,_PRO- 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 011111111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincide with joint centerche. 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-1888(MiTek) EXPI RES:12/31/2015 1111 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 40-00-00 GIRDER SUPPORTING 6-00-00 FROM 12-00-00 TO 19-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=t.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 42 2-12=( -958) 5580 3-12=( -120) 766 9.17=(0) 138 2x6 KDDF #1&BTR T2 2- 3=( -6484) 1158 12.13=(-2356) 12824 12- 4=( -390) 2390 BC: 2x6 KDDF #1&BTR LOADING 3- 4=( -6788) 1218 13.14=(-2778) 15096 12- 5=(-7208) 1432 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( -6064) 1108 14-15=(-2778) 15096 5.13=( -330) 2050 TC UNIF 11( 50.0)+OL( 14.0)= 64.0 PLF 0'- 0.0" TO 40'- 0.0" V 5- 6=(-13056) 2488 15-16=(-2114) 12140 13- 6=(-2176) 410 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0' TO 12'- 0.0" V 6- 7=(-12140) 2210 16.17=( -754) 4772 14- 6=( -310) 1738 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 50.0)+DL( 54.0)= 104.0 PLF 12'- 0.0' TO 19'- 0.0" V 7- 8=( -5222) 946 17.10=( -752) 4772 6.15=(-3278) 800 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 19'- 0.0' TO 40'- 0.0" V 8. 9=( -5218) 952 15- 7=( -258) 1390 9.10=( -5482) 926 7-16=(-8536) 1596 NOTE: 2x4 BRACING AT 24"OC UON. FOR ADDL: BC CONC LL+DL= 841.0 LBS @ 11'- 8.0' 10-11=( 0) 42 16- 8=( -750) 4348 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 1384.0 LBS @ 19'- 6.0' 16- 9=( -300) 328 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 10.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -629/ 3446V -118/ 118H 5.50' 5.51 KDDF ( 625) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 40'- 0.0" -507/ 2917V 0/ OH 5.50" 4.67 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M,M2OHS,M18HS,M16 = MiTek MT series ( 2 ) complete trusses required. 1COND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.' Join together 2 ply with 16d Common nails staggered at VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ** HANGER BY OTHERS TO APPLY CONC. 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.000" @ 0'--10.0" Allowed = 0.083" LOAD(S) EQUALLY TO ALL MEMBERS. 9° oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.000" @ 0'--10.0" Allowed = 0,111" 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.401" @ 19'- 6.0" Allowed = 1.954" + Laterally brace to roof diaphragm. 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -1.255" @ 19'- 6.0" Allowed = 2.606" MAX LL DEFL = 0.000" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.000" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.070' @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.166" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 5-11-11 18-10-08 4-10-13 10-03 Truss designed for wind loads f f f f f in the plane of the truss only. 3-00-12 2-10-15 6-03-15 7-02-06 5-07-11 4-07-05 4-07-06 5-07-10 T T 1' T 1' 1' T 1' 1' 12 12 12 6.00 V 6.00 I/ M 4x6 6.00 4.0" 8 -h( o M-5x6 r� 3x4 M-3510 M-3s 10 M-5x1 6 In "� 41 M 1.5x 3 f + __ + + O 0 �r.�.� �; M 3x6 0 /MA- o 12 1 '� ;t�114 15 16 17 .1 o M-3x8 M-5x12 30.25" M-3x6 0.25" M-5x12 M-1.5x4 0 M18HS-7x14(S) ** M18HS-7x14(S) 841# 1384# 9L9 5-04-12 7-02-06 6-10-14 5-04-03 4-10-13 4-09-02 5-05-14 97 14) JOB NAME :° POLYGON PLAN 5-B NH - BH1 40-00 0-Scale: 0.1481 10 � Fe ..,..co '' WARNINGS: GENERAL NOTES,unless otherwise noted: ZLr - /;1 lik ....irk 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 'Cr a ,l+.i, E Truss: BH1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 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). �±W iP m' ....."--- DATE: IQ DATE• 7/11/2014 the overall structure is the responsibility of the building designer. 3.2z 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. -y ' OREGON k/ SEQ. : 5992798 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- ' *\tx A, TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. /nn r(} ."1r 5.CompuTrus has no control over and assumes no responsibility for the 6,Design assumes full bearing at all supports shown.Shim or wedge if v 14, jr necessary. 5 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. s„11 Mk-- - 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I III I I I I I I I IN Ell IIIITPI/WrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/201 5 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-15=(-1678) 3991 15- 3=(-353) 977 12-23=(0) 242 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4625) 1974 15-16=(-1549) 3653 3-16=(-721) 416 WEBS: 2x4 KDDF STAND 3. 4=(-3338) 1493 16-17=(-1176) 2930 16- 4=( -19) 289 LOADING 4- 5=(-2840) 1382 17.18=(-1056) 2757 4.17=(-519) 279 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 19.20=( 0) 0 17- 5=(-400) 969 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2481) 1295 18.20=(-1045) 2776 17- 7=(-640) 312 TOTAL LOAD = 42.0 PSF 7- 8=(-2785) 1416 20.21=(-1031) 2727 7-18=(-153) 492 B- 9=(-2797) 1389 21.22=(-1092) 2794 18- 8=(-182) 325 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.11=(-2288) 1229 22-23=(-1136) 2635 20- 8=(•665) 315 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=( 0) 0 23.13=(-1134) 2638 8-21=( -75) 153 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(•2643) 1300 21- 9=( 0) 216 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=(-3077) 1361 9.22=(•710) 315 OVERHANGS: 10.0" 10.0" 13-14=( 0) 42 11-22=(•284) 807 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 22.12=(-385) 243 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,MI8HS,M16 = MiTek MT series LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -308/ 1775V -133/ 133H 5.50" 2.84 KDDF ( 625) 40'- 0.0" -309/ 1775V 0/ OH 5.50° 2.84 KDDF ( 625) ICOND. 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 = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0,260' @ 16'- 6.2" Allowed = 1.954" MAX TL CREEP DEFL = -0.466" @ 16'- 6.2" Allowed = 2.606" 0-01-05 MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" I MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" 13-11-11 12-00.10 13-11-11 MAX HORIZ. LL DEFL = -0.122" @ 39'- 6.5" 2-09 4-05-12 4-05-12 05-04 6-01-04 -03-0 6-03-04 MAX HORIZ, TL DEFL = 0.188" @ 39'- 6.5" 2.03 0 ''3 04-13 5-05-04 '' f DESIGN ASSUMES MOISTURE CONTENT DOES 2-03- i 12-00 12-00 NOT EXCEED 19%AT TIME OF MANUFACTURE. 1 T T T Design conforms to main windforce-resisting 12 M-&3x4 10 12 system and components and cladding criteria. 6.00 D M-4x65 M- x8 M- x4 M-4x6 \J 6,00 1 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 load duration factor=1.6, d• a , M-3X4 Truss designed for wind loads O in the plane of the truss only. NI ti %M-4x4°D M-3x8 3liiiii jo/1101°.'-'2 M 3x8 co 0 N 0 ���_ 0 O T ,0 0� 1 J� M-5x6 M 3x4 M-3x8 M1 B�z6 20 0.2 � M 3x8 M-1.5x4 V,4 o M-3x4+ M-4x10 M-3x4+ 1.89 - M 5x6 S . 2.75 12 12 09-12 1 1.05-0 4-05-12 4-07-08 1108-02 6-03-06 6-01-04 5-05.04 6-01-08 J' ,i, 0-110 2-05-08 11-11 12-0011 23-07-08 01-10 14-04-08 25-07-08 1 1 1 1 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH5C Scale: 0.1332 t4((''"atO Op66'f WARNINGS: GENERAL NOTES,unless otherwise noted: r{/h0 I )t/�(N -7 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual et. a 7G i* E 1-- Truss: AH5C end Warnings before construction commences. building component.Applicability of design parameters and proper ..r 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 4040. 2. 4...„ 3.Additional temporary bracing to insure stability during construction Design assumes the top and bottom to be laterally braced at yam" DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �•!.. ' DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ et 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 OREGON 4/ SEQ. : 5992799 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, �„ 'Pj" NI), ` design loads be applied to any component. and are for"dry condition"of use. //�.. '91` r(} 1.. TRANS I D: 403334 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 • c A` }4, RS fabrication,handling,shipment and installation of components. necessary. '1 7.Design assumes adequate drainage is provided. .•Fr;;/IR'O- 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 HMI III I I I I I I I III I IIII II II TPI/WfCA In SCSI,copies of which will be furnished upon request. lines coincide withjoint center lines. 9.Digits Indicate size of plate in Inches. 10. q MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 'IThis design prepared from computer input by 1PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.13=(-1439) 3991 13- 3=(-298) 977 9.20=(-264) 807 BC: 2x4 KDDF 0/1&BTR SPACED 24.0" O.C. 2- 3=(-4625) 1712 13-14=(-1329) 3653 3-14=(-721) 386 20-10=(-387) 302 WEBS: 2x4 KDDF STAND 3- 4=(-3338) 1292 14.15=(-1028) 2930 14- 4=( -14) 289 10.21=( 0) 242 LOADING 4- 5=(-2840) 1155 15.16=( •815) 2757 4.150(-519) 342 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2481) 1098 17.18=( 0) 0 15- 5=(-337) 969 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2785) 1177 16.18=( -812) 2776 15. 6=(-640) 244 TOTAL LOAD = 42.0 PSF 7- 8=(-2797) 1159 18.19=( -802) 2727 6-16=(-161) 492 8- 9=(-2288) 1038 19.20=( -834) 2794 16- 7=(-104) 312 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-2643) 1076 20.21=( -972) 2635 18- 7=(-665) 253 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3077) 1172 21-11=( -970) 2638 7-19=( -55) 136 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=( 0) 42 19- 8=( 0) 216 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 8.20=(-710) 275 OVERHANGS: 10.0" 10.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -242/ 1775V -133/ 133H 5.50" 2.84 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 40'- 0.0' -242/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) I D 2: Desi. checked for net -5 . . _: , 2 "o .ac'n. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.232" @ 16'- 6.2" Allowed = 1.954" MAX TL CREEP DEFL = -0.466" @ 16'- 6.2" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = 0.112" @ 39'- 6.5° MAX HORIZ. TL DEFL = 0.188" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES 11-11-11 16-00-10 11 11 11 NOT EXCEED 19%AT TIME OF MANUFACTURE. 1( T T T Design conforms to main windforce-resisting 2-09 4-05-12 4-08-15 2-01-03 6-01-04 5-04-13 5-08-07 6-03-04 system and components and cladding criteria. 12 2-05-0 f T T 12 T Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 V M-4x65 M- X4 M- XB M- x4 9M-4X6 \I 6.00 load duration factor=l.6, Truss designed for wind loads Ir.- - -- in the plane of the truss only. M-3x44 M 3x4 o + 0 fO %M-4x4 3 o N 0 M-3x8 � - --- o (=.' /7 - Y"_. 18 1 20 21 �� .,2,,- '''''0 0 0 1 J� 1M-5x8 M 3x4 M-3x8 1617 0.P5� M-3x8 M-1.5x4 M-3x8 1 2 8 M-3x4+ M-5x6 M-4x10 M-5x6(S) M-3x4+ - 2.75 1.89 12 k y 12 )' t2-09-121, y y y y y ,-05-08, 4-05-12 4-07-08 17y 08-0 6-03-06 6-01-04 5-05-04 6-01-08 , , 0-1,0 2-05-08 11-11 ,2-00 23-07-08 0,-10 J, J, 14-04-08 25-07-08 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH4C '' .0 PROF Scale: 0.1499 N, Gf rS'4� WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Ct.' s 92 S S E `ii,,. Truss: AH4C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by • is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathin ryw ( ) e sheathing(TC)and/or d all BC. r r DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ - tr 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. -� OREGON Pi SEQ. : 5992800 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, ,,>}r design loads be applied to any component. and are for"dry condition"of use. / ).r 20 -,}1„ TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 14, fabrication,handling,shipment and installation of components. necessary. /(� ' 7.Design assumes adequate drailnage is provided. "' )� 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 IIIIII VIII I I I I 11111111 I VIII VIII ILII ILII TPI WfCA in BCSI,copies of which will be furnished upon request Digs pais indicate with jof plateain inches 9.Digits indicate size of in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This deFICLsigUnMBER-prepared from computer input by BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.17=(-1427) 3488 17- 3=( -209) 663 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4158) 1779 17.18=(-1262) 3045 17- 4=( -186) 353 WEBS: 2x4 KDDF STAND 3- 4=(-3725) 1660 18-19=(-1439) 3656 4.18=( -191) 182 LOADING 4- 5=(-3215) 1467 20.21=( 0) 0 18- 5=( -402) 1134 TC LATERAL SUPPORT <= 12'OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 19-21=(-1501) 4109 18- 7=(-1196) 523 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2846) 1359 21-22=(-1559) 4171 7.19=( -269) 907 TOTAL LOAD = 42.0 PSF 7- 8=(-4286) 1837 22-23=(-1449) 3686 8.19=( -85) 46 8- 9=(-4282) 1836 23.15=(-1108) 2440 19- 9=( -253) 596 NOTE: 2x4 BRACING AT 24"OC UON, FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-4019) 1727 21- 9=( -822) 404 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=(-3994) 1670 21-10=( -192) 106 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-13=(-2515) 1227 10-22=( -310) 220 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=( 0) 0 22-11=( -80) 536 OVERHANGS: 10.0" 10.0" 13.14=(-2863) 1308 11-23=(-1427) 576 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 14-15=(-2908) 1337 13-23=( -284) 918 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15-16=( 0) 42 23-14=( -2) 204 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA JT 15: Heel to plate corner = 2.00" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -300/ 1775V -89/ 89H 5.50" 2.84 KDDF ( 625) 40'- 0.0' -301/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'•-10.0" Allowed = 0.083" 9-11-11 20.00-10 9-11-11 MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" T T f fMAX LL DEFL = 0.381" @ 21'- 6.8" Allowed = 1.954" 2-08-08 2-03-03 3-01-04 5.07-13 3-01-02 3-10 MAX TL CREEP DEFL = -0.0 @ 21'- 6.8" Allowed = 2.606" MAX LL DEFL = 0.00101"' @ 40'- 10.0" Allowed = 0.083" T TfT T T T T MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" 2-01-12 2-10-0,i1--- 8-05 2-01-12 5-04-05 -03-0 3-10-08 '1' '1 T f 'i''( '1' 1' T f T T T T MAX HORIZ. LL DEFL = -0.131" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.207" @ 39'- 6.5" 8-00 8-00 T f 1 . DESIGN ASSUMES MOISTURE CONTENT DOES 12 M-5x6(S) 12 NOT EXCEED 19%AT TIME OF MANUFACTURE. 6.001/ 3x4 M-3x4 \16.00 Design conforms to main windforce-resisting 12 system and components and cladding criteria. M-5x65/ 7 M-165x4 9 0ra5" =M-4x4 M-4x6 11 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x4 - y mo (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o a M-1"5x4 load duration factor=1.6, iii + Truss designed for wind loads oo M-3x8 5x4�!�� - I-- in the plane of the truss only. N �o o� o 1 18 2U_1 --_ 6 0 0 o M-5x10 M-3x8 M-6x10 0"2 � 23 1 M-3x4+ M-3x8 M-3x8 0 M-3x4+ M-4x12 a 2.75 1.89 v M-5x8(S) 12 12 )' ) y k J' y J' 2-00 5-06-12 6-04-04 1-00-12 9-03-04 8-02-04 7-06-12 H )- 1' 1' H 0-110 2-00 11-11 y2.00 24-01 y 10 13-11 26-01 H H 0-10 40-00 0-10 JOB NAME: POLYGON PLAN 5-B NH - AH3 Scale: 0.1400 4.�''c° PR°p-ss, WARNINGS: GENERAL NOTES,unless otherwise noted: i(N 1.Builder and erection contractor should be advised of all General Notes t This design is based only upon the parameters shown and is for an Individual 4. l'.. 11,,,, M , i E iii � - Truss: AH3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 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). e 46111.00' + t. DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ (t �1 ' 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -j7 OREGON tti S E 0 + rLi)' ilii design loads be applied to any component. and are for"dry condition"of use. ///�.. r�Q... -k- ,.. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if v 1 liy fabrication,handling,shipment and installation of components. necessary. il4k, R �� 7.Design assumes adequate drainage is provided. n 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 1111011 II III I II III III 11111311 TPIM?CA in BCSI,copies of which will be furnished upon request. git coincide with jointcenter lines. e.Digits indicate size of plate in inches. MiTek USA,Ino./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 11 II III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-15=(-1267) 3488 15- 3=( -161) 663 21-12=(0) 204 BC: 2x4 KDDF #1&BTR SPACED 24.0° O,C. 2- 3=(-4158) 1554 15-16=(-1096) 3045 15- 4=( -173) 353 WEBS: 2x4 KDDF STAND 3- 4=(-3725) 1463 16-17=(-1145) 3656 4.16=( -192) 258 LOADING 4- 5=(-3215) 1216 18.19=( 0) 0 16- 5=( -358) 1134 IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2846) 1133 17.19=(-1245) 4109 16- 6=(-1196) 451 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-4286) 1560 19-20=(-1292) 4171 6.17=( -275) 907 TOTAL LOAD = 42.0 PSF 7. 8=(-4282) 1558 20-21=(-1162) 3686 7.17=( -85) 56 8- 9=(-4019) 1481 21-13=( -978) 2440 17- 8=( -184) 596 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-3994) 1421 19- 8=( -822) 337 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-2515) 1026 19- 9=( -182) 104 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-2863) 1085 9-20=( -310) 224 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=(-2908) 1176 20-10=( -84) 536 OVERHANGS: 10.0" 10.0" 13-14=( 0) 42 10.21=(-1427) 518 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 11.21=( -266) 918 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -235/ 1775V -89/ (89H 5.50" 2.84 KDDF 625) JT 13: Heel to plate corner = 2.00" 40'- 0.0° -236/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc soacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.354" @ 21'- 6.8" Allowed = 1.954" MAX TL CREEP DEFL = -0.712" @ 21'- 6.8" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0° Allowed = 0.111" MAX HORIZ. LL DEFL = 0.124" 8 39'- 6.5" MAX HORIZ. TL DEFL = 0.207° @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES 7-11-11 24-00-10 7-11-11 NOT EXCEED 19%AT TIME OF MANUFACTURE. 2-01-1 3-01-07 3-01-04k system and components and cladding criteria. 5-07-13 5-04-05 5.01-02 4-01-03 3-10-08 Design conforms to main dicladdingrcriterig 2-08-08 12-08-08 2-01.11 12 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-3x4 M-5x6(S) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.001/ M-5x6 M-4x6 ' 6.00 load duration factor=1.6, M x4 M-1 5x4 =M-4x4 �- 5 j 8 �5" 10 1 Truss designed for wind loads M 3x a ¢ dE in the plane of the truss only. o + M-1.5x4 M-1.5x4 M-3x8 3 o c o / �_- o a� /-c o rm _ 15 M-5x10 16 17 - 4 stn 0 o M-3x4+ M-3x8 M-6x10 19 0.250 21 ��t o M-3x4+ M-3x8 M-3x8 0 1.89 v M-4x12 M-5x8(S) - 2.75 12 , y 12 )' y y y y y y ,>2.00,> 5-06-12 6-04-04 1-00-12 9-03-04 8-02-04 7-06-12 ,> , 0-1p 2-00 11-11 ,2-00 24-01 0,-10 y y 13-11 26-01 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH2 Scale: 0.1550 � ` N° :5' WARNINGS: GENERAL NOTES,unless otherwise noted: t,Z �/; 7e, d�1.Builder and erection contractor should be advised of alt General Notes 1.This design is based ony upon the parameters shown and is for an Individual Lt., ,7 .. Truss: AH2 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 ��Ay°"" DES. BY: BS 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). ,,rr"!r DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Ct 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. -)yfasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, am A.OREGON 44, SEQ. : 5992802 "4 design loads be applied to any component. and are for"dry condition"of use. / =S TRANS I D: 40333 4 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 14s T fabrication,handling,shipment and installation of components. necessary. /j,y G.This design is furnished subject to the limitations set forth by7.Desgn assumes adequate drainage is provided. "z R A I L „ I VIII VIII I 11E1 I It VIII 11111 III III B Plates shall be located on both faces of truss,and placed so their center TPI/WlCA in BCSI,copies of which will be furnished upon request. Tines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./COmpuTrug Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11011 VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 40-00-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 42 2-14=(-3052) 8834 14- 3=( -652) 2126 10.20=(-562) 1884 2x6 KDDF #1&BTR 72, T3 2- 3=(-10036) 3504 14-15=(-2800) 8048 3-15=( -842) 308 20-11=(-288) 726 BC: 2x6 KDDF #1&BTR LOADING 3- 4=( -7926) 2942 15.16=(-4330) 11250 15- 4=( -860) 2530 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( -7068) 2654 16-17=(-5512) 14076 15- 5=(-4662) 1980 TC UNIF LL( 50.0)+DL( 14.D)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=(-11444) 4480 17.18=(-5048) 12796 5-16=( -398) 1412 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 34'- 0.0" V 6- 7=(-14240) 5666 18-19=(-5020) 12570 16- 6=(-2954) 1272 BC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 34'- 0.0" TO 40'- 0.0" V 7- 8=(-12464) 5012 19-20=(-4110) 10414 6-17=( -414) 1192 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 40'- 0.0" V 8- 9=(-11704) 4500 20.12=(-1888) 5362 17- 7=( -946) 2576 9-10=( -5842) 2162 18- 7=(-2594) 1180 NOTE: 2x4 BRACING AT 24"0C UON. FOR TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 10-11=( -6516) 2378 18- 8=( -114) 122 ALL FLAT TOP CHORD AREAS NOT SHEATHED TO CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 34'- 0.0" 11.12=( -6230) 2234 8-19=(-1142) 820 12-13=( 0) 42 19- 9=( -392) 1702 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9-20=(-4962) 2222 OVERHANGS: 10.0" 10.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -1152/ 3391V -65/ 65H 5.50" 5.43 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 40'- 0.0" -1152/ 3391V 0/ OH 5.50" 5.43 KDDF ( 625) ( 2 ) complete trusses required. Join together 2 ply with 16d Common nails staggered at 9' oc in 1 row(s) throughout 2x4 top chords, ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) 9" oc in 2 row(s) throughout 2x6 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 2 rows) throughout 2x6 bottom chords, MAX LL DEFL = 0.000" @ 0'--10.0" Allowed = 0.083" 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.000" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.565" @ 16'- 4.5" Allowed = 1.954" + Laterally brace to roof diaphragm. MAX TL CREEP DEFL = -1.074" @ 16'- 4.5" Allowed = 2.606' MAX LL DEFL = 0.000" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.000" @ 40'- 10.0" Allowed = 0.111° MAX HORIZ. LL DEFL = -0.137" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.220" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-11-11 28-00-10 5-11-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Toad duration factor=1.6, 2-09 �3-02.11 T 3-08-05 4-05 2-03-08 6-02-11 5-11-03 5-06 <2-10-15 3-00-12< Truss designed for wind loads in the plane of the truss only. ,320# 320# 1212 6.001/ M-4x10M-7x8(S) M-5x6 Q 6.00 f- a M-3x8 =M 6x4 M 4x4 0"?5" M-9x10 D ,i' T3.,. M 1.5x4 %M 4x4 '" T21 0 3 co M-3x10 m / o 1 14 15 16 17 ` -ES ft--7,-8- e "`13 4i 0 o M-6x8 M-4x10 =M-4x4 :=M-10x10 0.251.9 20 M-4x10 M-3x8 0 M-3x4+ ..2.75 M-3x4+ M18HS-7x14 =M-8x8(S) M-3x4+ 12 2.75r - M-3x4+ ( ) yp 2-11-041 y 12 i' y i' , , -05-0E 4-06-12 4-05 y2-0 0y 9-02-04 9-00-08 5-04-12 ,, y Oy ip 2-05-08 11-11 2-00 23-07-08 Q-1p 0-10 40-00 0-10yy JOB NAME : POLYGON PLAN 5-B NH - AH1 Scale: 0.1548 -\ ' C:;INE 6:31 WARNINGS: GENERAL NOTES,unless otherwise noted: w / .�y 1.Builder and erection contractor should be advised of all General Notes 1.This design is based onlyupon the parameters shown and Is for an individual C N P P 4}/ Truss: AH 1 and Warnings before construction commences. building component.Applicability of design parameters and proper ,®' 1 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 end bottom chords to be laterally braced at ,+' DES. BY: BS 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 d rywall(BC). ; "' ,r I I DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ • i,. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -, OREGON ^.eSEQ. :S 5992803 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, "1 design loads be applied to any component. and are for"dry condition"of use. / Al r�Q .J TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if 14, fabrication,handling,shipment and installation of components. necessary. 7.Designlaesassumes adequateatedondraiface iso sed. �R) A.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 101110111 I I I I VIII I I II Ell II II IIII TPI/WTCA in SCSI,copies of which will be furnished upon request. lines cot with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,IDC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: /+2015 I J 111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.0" CORD. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I IC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF b1&BTA SPACED 24.0" O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M,M2OHS,M1BHS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loons REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.AND or equal typical at stud verticals. Refer to CompuTrus gable end detail for 4-09 4-09 complete specifications. T T 1" 12 12 6.001/ --J 6.00 IIM-4x4 /— 3 coc, N 2 4 c" co o/ —/o v — — — — v 0 1 ////////////////////////////////////////////////////////////////////////// 5 0 M-3x4 M-3x4 y y y y 0-10 9-06 0-10 JOB NAME : POLYGON PLAN 5-B NH - Cl Scale: 0.6187 PROP'sr �a GI NEtic n 1 WARNINGS: GENERAL NOTES,unless otherwise noted: 4.;6' /; J-T 5.;y 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ` a Gh ti' 1..- Truss: C 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at .r�r DES. BY: BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Po Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,.-! ! . DATE: 7/11/2014 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. '7,, ,�y-OREGON 4/ SEQ. : 5992804 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, ,. ,, r�Q, A. TRANSO o o design loads be applied to any component, and are for"dry condition"of use. / '� +�,Q .�., I D: 403 J J 4 5.CompuTrus has no control over and assumes no responsibility for the 8•Design assumes full bearing at all supports shown.Shim or wedge If ' 14, �+r. necessary. /(jM R' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II I I I I I I I II I II I I IIITPI/WrCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center linea 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 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) 42 2- 7=(-252) 1166 3- 7=(-283) 205 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1392) 328 7- 8=( -95) 772 7- 4=(-101) 446 WEBS: 2x4 KDDF STAND 3- 4=(-1216) 326 8- 6=(-246) 1169 4- 8=(-101) 450 LOADING 4- 5=(-1218) 339 8- 5=(-287) 206 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1395) 339 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 10.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -143/ 961V -92/ 98H 5.50" 1.54 KDDF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 6.0" -107/ 860V 0/ OH 5.50" 1.38 KDDF ( 625) C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.037" @ 13'- 5.8" Allowed = 0.979" MAX TL CREEP DEFL = -0.075" @ 13'- 5.8" Allowed = 1.306" MAX HORIZ. LL DEFL = 0.016" @ 20'- 0.5" MAX HORIZ. TL DEFL = 0.026" @ 20'- 0.5" DESIGN ASSUMES MOISTURE CONTENT DOES 10-03 10-03 NOT EXCEED 19%AT TIME OF MANUFACTURE. f T f Design conforms to main windforce-resisting 5-03-14 4-11-02 4-11-02 5-03-14 system and components and cladding criteria. i' '1' T T T Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 M-4x6 \I 6.00 load duration factor=1.6, 4 Truss designed for wind loads 4.0" in the plane of the truss only. t M-1"5x4 M-1.5x4 in .� 0 0 1.0 CO) CO 0 0 /- o- II I 1I '! a; i� 7 8 .*g 0 M-3x4 0.25" M-3x4 M-3x4 0 M-5x6(S) J, ), y ), 7-00-03 6-05-11 7-00-03 ,1 y y 0-10 20-06 JOB NAME : POLYGON PLAN 5-B NH - D2 Scale: 0.2933 `� R OFF ►v O WARNINGS: GENERAL NOTES,unless otherwise noted: �J /, ! -7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4t7a! Gh lh1 Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper 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 '�, DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ",,.r .!! DATE: 7/11/2014 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. -� OREGON 4,,, SEQ. : 5992805 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"•4 Nt)'' X,,TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. / 45.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if /4, P fabrication,handling,shipment and installation of components. necessary. 7.Desgn assumes adequate drainage is provided. )ilip.' 1..1-' 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III Ell I I 1111 II I VIII 111 ILII TPI WfCA In BCSI,copies of which will be furnished upon request. git coincideictwith joint tecenter lines. 9.Digits indicate size of plate In Inches. n n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1e88(MiTek) EXPIRES:12/31/2015 II IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 21'- 4.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF q1&BTR; LOAD DURATION INCREASE = 1.15 1-3=(-522) 168 1-5=(-127) 422 3-5=(0) 214 2x6 KDDF q1&BTR T1 SPACED 24.0" O.C. 2-3=( 0) 0 5-4=(-123) 424 BC: 2x4 KDDF q1&BTR 3.4=(-539) 187 WEBS: 2x4 KDDF STAND LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT<= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT<= 12"0C. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -382/ 424V -32/ 34H 137.50" 0.68 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 20'- 6.0" -68/ 417V 0/ OH 5.50" 0.67 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M-1.5x4 or equal at non-structural BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.000" @ 11'- 0.0" Allowed = 0.083" vertical members (uon). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = 0.000" @ 11'- 0.0" Allowed = 0.111" MAX TL CREEP DEFL = -0.012" @ 15'- 9.0" Allowed = 0.572" Connector plate prefix designators: MAX IC PANEL LL DEFL = 0.007" @ 13'- 2.0" Allowed = 0.291" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Refer to CompuTrus standard M,M20HS,M18HS,M16 = MiTek MT series gable end detail for complete MAX HORIZ. LL DEFL = 0.003" @ 20'- 0.5" specifications. MAX HORIZ. TL DEFL = 0.005" @ 20'- 0.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19N AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 10-03 10-03 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, "( ' '( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14-03 1-064-09 load duration factor=1.6, Truss designed for wind loads 12 =M-4x4+ 12 in the plane of the truss only. f- 6.001/ 6.00 Ab M-4x6- D 4sC,. U) M-3x4+ M 1 07 O O o A - s4 o o 0 M-3x6(S) M-3x6 M-1.5x4 M-3x4 ), y y 11-05-08 y 15-09 4-09 ), ), y 0-10 20-06 JOB NAME : POLYGON PLAN 5-6 NH - D1 Scale: 0.2992." ' (3 ++l�c� s,, WARNINGS: GENERAL NOTES,unless otherwise noted: <; 7 '! ) 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .t : Gh Lhl rti' r Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS2'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). I!„a ✓� DATE: 7/11/2014 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. -7OREGON j,� SEQ. : 5992806 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G , design loads be applied to any component. and are for"dry condition"of use. ///��.. ">' rZ(} „` TRANS I D: 40333 4 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 c 7 4, �' necessary. t AIL fabdcafion,handling,shipment and installation of components. 7. necessary.ss assumes adequate drainage Is provided. 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 11111 II I I 11111 I I 11 11 I I II TPIM?CA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. r MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) Errf(RCS:12 rrt 1.J2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-5=(-40) 429 5-3=(0) 265 BC: 2x4 KDDF N18,BTR SPACED 24.0" O.C. 2-3=(-574) 113 5-4=(-40) 429 WEBS: 2x4 KDDF STAND 3-4=(-573) 124 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" 0'- 0.0" -96/ 594V -50/ 57H 5.50" 0.95 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 11'- 8.0" -58/ 489V 0/ OH 5.50" 0.78 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix desi nators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND, 2: Design checked for net(-5 psf) uplift at 24 'oc spacing. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.026" @ 8'- 6.3" Allowed = 0.383' MAX TC PANEL TL DEFL = 0.075" @ 8'- 6.3" Allowed = 0.575' MAX HORIZ. LL DEFL = 0.003" @ 11'- 2.5" 5-10 5-10 MAX HORIZ. TL DEFL = 0.006" @ 11'- 2.5' DESIGN ASSUMES MOISTURE CONTENT DOES 12 12 NOT EXCEED 19%AT TIME OF MANUFACTURE. 6.00I/ IIM-4x4 \16.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. A- 3•(„'( I RN Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6"0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. o) 0 cn0 0 c%z 03 CD iiietill1111111111"111111111 111111.1.111- b .4- M1111111111/111,11111111111111111111,1111,/111,111111111111111,11106$ i ch 5 4 0 ** o M-3x4 M-1"5x4 M-3x4 ,1 ) 1, 5-10 5-10 1, ), 1, 0-10 11-08 JOB NAME : POLYGON PLAN 5-B NH - E2 Scale: 0.4999 4,3N ' w`� 2f WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual G)»' jE1:("" Truss: E2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or d all BC. +!?.. DATE: 7/11/2014 p 9R ) m ( ) i�� the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1M (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. -37 A_OREGON ^rJ SEQ. : 5992807 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4.- "y a A, design loads be applied to any component. and are for"dry condition"of use. / "Q TRANS I D: 403334 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 14 2-Cr fabrication,handling,shipment and installation of components. 14,4 necessary. P D 7.Design assumes adequate drainage is provided. R RIO' B.This design is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II II VIII III IIII II III II 11 11111111 TPIM?CA in BCSI,copies of which will be furnished upon request. Digit coincide withizjoint acenter lines. 9.lines oincidindicate size of plate in inches. C� MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0" ICOND. 2: Design checked for net(-5 nsf) uplift at 24 "oc spacing.' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce•resisting BC LATERAL SUPPORT <= 12"OC. ION. 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=20.6ft, 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. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.AND or equal typical at stud verticals. Refer to CompuTrus gable end detail for 5-10 5-10 complete specifications. T T 1" 12 12 6.00 I/ I I M-4x4 'I 6.00 3 I I 0 0 CO 0 M 2 4 co co 0/ —/0 V 1 //////////////////////////////////////////////////////////////////////////////////////////// 5 0 0 M-3x4 M-3x4 y y y y 0-10 11-08 0-10 JOB NAME : POLYGON PLAN 5-B NH - El oFe Scale: 0.5949 �c��` N s,�J WARNINGS: GENERAL NOTES,unless otherwise noted; /X/� `1- C.1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual C� ♦{jt , E 1-- Truss: E I 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 pandec bottom chords to be laterally braced at DES. BY: BS 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). Wa 4141001111".DATE' 7/11/2014 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. 'S7 OREGON Lei S E Q 4F, v \j7+ A. design loads be applied to any component, and are for"dry condition"of use. / '11,TRANS I D: 403334 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 s �r 14. �ry, fabrication,handling,shipment and installation of components. necessary. 'VI V 7.Design assumes adequate both drainagecistrus,provided. R R 11- 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII VIII VIII IIII II II IIII III TPIM?CA in BCSI,copies of which will be furnished upon request. Digit coincide with joint acenter nche. 9.Digits indicate size of plate in inches. c MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 I'llllllllllll This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 20-06.00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-125) 101 1-4=(-54) 72 2.4=(•187) 169 BC: 2x8 KDDF #1&BTR 2-3=( -10) 5 WEBS: 2x4 KDDF STAND LOADING LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 231.2)+DL( 177.2)= 408.5 PLF 0'- 0.0" TO 6'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -304/ 1451V -41/ 104H 5.50" 2.32 KDDF ( 625) Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" -302/ 1384V 0/ OH 5.50" 2.21 KDDF ( 625) Hangers attached to the bottom chord REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. will have 1,5" max. nail penetration. (GOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.) I ** For hanger specs. See approved Tans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 9 P pP P AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX TC PANEL LL DEFL = 0.089" @ 3'- 0.4" Allowed = 0.323" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TC PANEL TL DEFL = -0.097" @ 3'- 0.5" Allowed = 0.484" M,M2OHS,M18HS,M16 = MiTek MT series 5-08-04 0-03-12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 8.2" T f I MAX HORIZ. TL DEFL = 0.000" @ 5'- 8.2° 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.001/ NOT EXCEED 19%AT TIME OF MANUFACTURE. M 1.5X4 Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=l,6, Truss designed for wind loads in the plane of the truss only. 0 4 O ci M illiiirl O� �® -iO 1► ** 4 M-5x16 M-3x10 )- , ), 5-08-04 0-03-12 y 1, 6-00 JOB NAME : POLYGON PLAN 5-B NH - Fl -GIRD Scale: 0.5462 � �t N s WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual s{• 4 0 E f•"` Truss: Fl -GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. ./ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at / DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or d wall C. r driall.' !* DATE: 7/11/2014 pcw gR s ry ) C1~- 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. -y OREGON .4 SEQ. : 5992809 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 1„ y N A.. design loads be applied to any component and are for"dry condition"of use. //�. -1}` �p T�4. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes full bearing et all supports shown.Shim or wedge if v p� 14, cv., necessary. 1' RRI� V fabrication,handling,shipment and installation of components. 7. necessary. assumes adequate drainage is provided. 1. 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center IIII I 11 Ili III 111111111 TPIM?CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. 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 IIIII 011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 11-08-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-125) 101 1.4=(-54) 72 2-4=(-187) 169 BC: 2x8 KDDF S1&BTR 2.3=( -10) 5 WEBS: 2x4 KDDF STAND LOADING LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 120.8)+DL( 102.2)= 223.0 PLF 0'- 0.0" TO 6'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -170/ 881V -41/ 104H 5.50" 1.41 KDDF ( 625) Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" -175/ 841V 0/ OH 5.50" 1.35 KDDF ( 625) Hangers attached to the bottom chord REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. will have 1.5" max. nail penetration. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc soacingi ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX TC PANEL LL DEFL = 0.089" @ 3'- 0.4" Allowed = 0.323" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TC PANEL TL DEFL = -0.097" @ 3'- 0.5" Allowed = 0.484" M,M2OHS,M18HS,M16 = MiTek MT series 5-08-04 0-03-12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 8.2" T . . MAX HORIZ. TL DEFL = 0.000" @ 5'- 8.2" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.001/ NOT EXCEED 19%AT TIME OF MANUFACTURE. M-1.5x4 Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, loll Heights),fEnclosed, Cat.2, Exp.B, MWFRS(Dir), Truss designed for wind loads in the plane of the truss only. M O O M ch Of '� �I O� O 11 4 M-5x16 M-3x10 ** 5-08-04 0-03-12 1, y 6-00 JOB NAME : POLYGON PLAN 5-B NH - F2-GIRD Scale: 0.5462 �C � )),rR OF6 WARNINGS: GENERAL NOTES,unless otherwise noted: L{," I(; f C 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4t' r7{�G1 L1`ti'L. r. Truss: F2-GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/or d all BC. „rorlall! '� DATE: 7/11/2014 pci gR s ( ) �JL�C� the overall structure is the responsibility of the building designer. 3.20 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. -Sy ,q,t FtEGON `N SEQ. : 5 992810 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, �„ "w/ rtiO% design loads be applied to any component. and are for"dry condition"of use. /" '1.1^' sfil h.: TRANS I D: 40333 4 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 4, [ fabrication,handling,shipment and installation of components. necessary. 4'' RAIL \ 7.Desgn assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center 11111 I 111111 I I II I I 111 II III TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIII III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 8.9" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) TC: 2x4 KDDF #188TR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF #188TR SPACED 24.0" O.C. NOT EXCEED 1996 AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"OC, UON. LOADING Design conforms to main windforce•resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=15ft, Cat.L=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. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.AND or equal typical at stud verticals. Refer to CompuTrus gable end detail for 4-04-08 4-04-07 complete specifications. 1" T 1' 12 12 6.00 I/ \I 6.00 HM-4x4 A— 3 I I t` O (O O N M 2 4 CO C- —/O v o� 1 //////////////////////////////////////////////////////////////////// o M-3x4 M-3x4 y y 0-10 8-08-15 JOB NAME : POLYGON PLAN 5-6 NH - G1 Scale: 0.6079 , ,c) PRQp"�s cp GINTe? <WARNINGS: GENERAL NOTES,unless otherwise noted: ,�1.Builder and erection contractor should be advised of an General Notes 1.This design is based only upon the parameters shown and is for an individualt��\ �1; 0 f"' Truss: G1 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ,�/!�' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at f � DES. BY: BS is the responsibility of the erector.Addtional 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). "fit► DATE: 7/11/2014 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, OREGON 4,1 SEQ. : 5992811fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, r ,1} TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. ///��.. Y rr? 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 c✓ 1 , fabrication,handling,shipment and installation of components. Dnecesnary. 7.Passumes adequate both drainage is sf�,,.. 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 11 1101 I I 101 111 111111 011 I IITPI/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(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 III II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-63) 29 IC LATERAL SUPPORT <= 12"00. 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: 14.2" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0° -77/ 404V 0/ 66H 5.50" 0.65 KDDF ( 625) 5'- 0.2" 0/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 3.0" -58/ 140V 0/ OH 1.50" 0.22 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.j VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.005' @ -1'- 2.2' Allowed = 0.119" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.005" @ -1'- 2.2' Allowed = 0.158" MAX TC PANEL LL DEFL = 0.037" @ 3'- 2.1" Allowed = 0.303' MAX TC PANEL TL DEFL = -0.046" @ 3'- 0.0° Allowed = 0.454' MAX HORIZ. LL DEFL = -0.000" @ 5'- 2.2" 12 MAX HORIZ. TL DEFL = -0.000" @ 5'- 2.2" 4.00 3 -/ DESIGN ASSUMES MOISTUflE CONTENT DOES NOT EXCEED 19N AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting lir system and components and cladding criteria. A Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Lo (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads o in the plane of the truss only. cm M-3x4 u-)/- 1 �, - - 0 C. 1 2 --"....==:_ 4.--> j J y y 1-02-04 (PROVIDE FULL BEARING:Jts:2.4.3I 5-03 JOB NAME : POLYGON PLAN 5-B NH - G3 Scale: 0.7536 NE (9A� WARNINGS: GENERAL NOTES,unless otherwise noted: "M' 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 :M( a a E 1-^` Truss: G3 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. 'Age/ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally t their at DES. BY: BS 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 d nwall BC. NNW, r DATE: 7/11/2014the 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. �y,OREGON 44SEQ. : 5992812 '7, .‘1X fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4. design loads be applied to any component. and are for"dry condition"of use. 1.r (� .] :. TRANS I D: 403334 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 0 14, p fabrication,handling,shipment and installation of components. necessary. /� 7.Design assumes adequate drainage is provided. 4:RIRf LA,. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III 11 I I I 1111 II I I I I I III TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek)( :12/31/2015 III 11111 This design prepared from computer input by,- PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF M1&BTR SPACED 24.0" O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. IC LATERAL SUPPORT <= 12"0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,C18,CN18 (or no prefix) - CompuTrus, Inc Wind: 140 mph, h=15ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg)P (All Heights), Enclosed, Cat.2, Exp"8, 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. 12 4.00 3 i rn 0 0 N oiorilli II rn/— c%0 III a M-3x4 y y y 1-02-04 5-03 JOB NAME: POLYGON PLAN 5-6 NH - G2 Scale: 0.7728 , �.a OFtyss ,��pt� ib WARNINGS: GENERAL NOTES,unless otherwise noted: /V "T "6�' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 4t )r ��.;s E 1-' Truss: G2 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 aMe'. DES. BY: BS2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/or d wall BC. ,�*! OAP"' DATE: 7/11/2014 responsibilitybuilding designer. Impactr Pcinq 9(r s Y O 1 ;-10 CC the overall structure is the res onsibili of the 3.2x or lateral bracingrequired 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. -5, OREGON te, SEQ. : 5992813 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L i� /� and are for"dry condition"of use. / design loads be applied to any component nn �'' ��A1"�- TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if V 14, V fabrication,handling,shipment and installation of components. necessary. 7.Desgn assumes adequate drainage is provided. 4 R A I L 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIII I 111111 I I III IIII IIIII III IIII TPI/WfCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. e.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1938(MiTek) EXPIRES.12/31/2015 IIII II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 1(1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-94) 79 1-4=(-44) 58 2-4=(-233) 166 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2.3=(-10) 4 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 292V -30/ 80H 4.00' 0.47 KDDF ( 625) Connector plate prefix designators: 7'- 1.5' -37/ 307V 0/ OH 5.50" 0.49 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.152" @ 3'- 5.5" Allowed = 0.408' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TO PANEL TL DEFL = -0.202° @ 3'- 5.7" Allowed = 0.612" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.000" @ 6'- 7.7" 6-07-12 0-05-12 MAX HORIZ. TL DEFL = 0.000" @ 6'- 7.7° 12 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 4.00 t Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x43 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 2 load duration factor=1.6, Truss designed for wind loads LIin the plane of the truss only. NI .-- CO 0 CU 1=- I- 0 1M- ►l4 M-3x4 M-1.5x4 y ) ) 6-07-12 0-05-12 7-01-08 JOB NAME : POLYGON PLAN 5-B NH - G4 Scale: 0.5568-<,,l )JJ 9 WARNINGS: GENERAL NOTES,unless otherwise noted: d<.r /tui .,,r ^Trus1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual s r7{Ott .1-- Truss: s: G4 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. .,rp 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by rr�r. is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "!!= "'°" DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ 1/ (Z` 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 17 OREGON 4/ SEQ. : 5 992 814 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, j"„ 4, ,t1X " design loads be applied to any component. and are for"dry condition"of use. ,i' 4 r(} -,1- fabrication,handling,shipment and installation of components. „ TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if 14, necessary. 7. DDesign assumes adequate ne drainageh istruss, provided. (4 R S..l^^ 8.This design is furnished subject to the limitations set forth by 8.plates shall be located on both faces of truss,and placed so their center III I I I I I I II 111101 I1 I I II TPIM?CA in BCSI,copies of which will be furnished upon request. Tines 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 III II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 1.5" ICOND, 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.) TC: 2x4 KDDF If18BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF k188TA SPACED 24.0" O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,CI8,CH18 (or no prefix) = CompuTrus, Inc Wind: 140 mphh=15ft TCDL=4.2,BCDL=6.0, ASCE 7-10, Heights),M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) lAlleghts),Enclosed, Cat.2, Exoad duration factor=1.6, PB, MWFRS(Dir), LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.AND or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 12 2 —/ 4.00i— rn 0 0 IMIIIIIIIIIdi N 1 O� V III 3 M-3x4 ; y 5-01-08 JOB NAME: POLYGON PLAN 5-B NH - G5 Scale: 0.8258oFe c0'N+ . WARNINGS: GENERAL NOTES,unless otherwise noted: 1; --Ore 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 4' a iJ,,,ttt444""" f- Truss: G5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown♦, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ;/}"!�R 04000. DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ * C 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 17OREGON it.c/ SEQ. : 5 992815 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, 10-`,,t_ I es, �{ design loads be applied to any component. and are for"dry condition"of use. /h Y rpt} T' TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if C 14, vi. fabrication,handling,shipment and installation of components. necessary. 41 Qj 7.Design assumes adequate drainage is provided. R R j LN,. 8.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center I HE I III 111 I Ell III Oil II IIITPI/WfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. Indicate 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-1986(MITA) EXPIRES:12/31/2015 1111 0 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-8=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-366) 181 3-4=(-259) 116 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-189) 85 BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-105) 55 DL ON BOTTOM CHORD = 10.0 PSF 6-7=( -42) 19 OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -23/ 377V -78/ 340H 5.50" 0.60 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -169/ 346V 0/ OH 1.50" 0.44 KDDF ( 625) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 9'- 11.2' -118/ 231V 0/ OH 1.50" 0.30 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13'- 11.2" -134/ 272V 0/ OH 1.50" 0.35 KDDF ( 625) 17'- 11.2" -107/ 214V 0/ OH 1.50" 0.27 KDDF ( 625) 19'- 10.9" -16/ 33V 0/ OH 1.50" 0.05 KDDF ( 625) ICOND. 2: Design checked for net(-5 osfl uplift at 24 "oc ssacing.I 7 09-12 12-01-03 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX TC PANEL LL DEFL = -0.031" @ 2'- 11.9" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" 6 MAX HORIZ. LL DEFL = -0.007' @ 19'- 10.2" i; MAX HORIZ. TL DEFL = -0.007' @ 19'- 10.2" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 5 Design conforms to main windforce-resisting 6.001/ 0 system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), O load duration factor=1.6, 4 Truss designed for wind loads el old in the plane of the truss only. M-3x6(S) %' 0 • " CO 0 1 i o - 8 O M-3x4 y ), 1, y 0-10 6-00 13-10-15 (PROVIDE FULL_BFARING;Jts:2.8,3.4.5,6.71 JOB NAME : POLYGON PLAN 5-6 NH - J10 Scale: 0.2814 „Fp fro F dt WARNINGS: GENERAL NOTES,unless otherwise noted: kr 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual t,'t t•G/•+ E r"- Truss: J10 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at .r DES. BY: BS 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). MIIAt,: ' DATE: 7/11/2014 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. -sr OREGON 44 SEQ. : 5992816 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are lobe used in a non-corrosive environment, ji,tx design loads be applied to any component. and are for"dry condition"of use. / �. �Q -5 A. TRANS I D: 403334 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 74, $P fabrication,handling,shipment and installation of components. Designnecessary. 7. latesassumes adequate ne dthinac a is fprovided. R.I Ll,. 6.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center 1101 I I 11111 I I II II I I I II IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center linea 9.Digits indicate size of plate In inches. 10. I MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 Ell l This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2.7=(0) 0 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2-3=(-327) 162 3-4=(-220) 97 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-154) 70 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5.6=( -69) 32 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -23/ 352V -69/ 301H 5.50" 0.56 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ ON 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -168/ 347V 0/ OH 1.50" 0.44 KDDF ( 625) 9'- 11.2" -113/ 224V 0/ OH 1.50" 0.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.2" -144/ 295V 0/ OH 1.50" 0.38 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17'- 11.7" -51/ 104V 0/ OH 1.50" 0.17 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" 7-09-12 10-01-15 MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111' T . a -/ MAX TC PANEL LL DEFL = 0.030" @ 3'- 7.4" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596' I. MAX HORIZ. LL DEFL = -0.005" @ 17'- 10.9" MAX HORIZ. TL DEFL = -0.005" @ 17'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES 5 NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 p/ Design conforms to main windforce-resisting 6.00L--- system and components and cladding criteria. Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 load duration factor=1.6, Truss designed for wind loads hl .x o in the plane of the truss only. M-3x6(S) 00) 3 I. M O 41 ,� -/ o M-3x4 ,, ), ) y 0-10 6-00 11-11-11 (PROVIDE FULL BEARING;Jts:2.73.4.5.61 JOB NAME: POLYGON PLAN 5-B NH - J9 Scale: 0.3077 ` pe . Z i1' s, WARNINGS: GENERAL NOTES,unless otherwise noted: ... 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 4:- a 02 4 E {- T r u s s: J9 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length byAidgeoe.... p y permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). y+"r,��.,r DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 7�, 4. No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -�7 OREGON ^<d SEQ. : 5 992817 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, f_ ".7 4. Iti design loads be applied to any component. and are for"dry condition"of use. P rQ ..�, TRANS I D: 403334 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 44 /:11:111-0?' I 14, �' fabrication,handling,shipment and Installation of components. necessary. /j,� 7.Design assumes adequate ne 4, 2drainageisdesignon faces of truss,and placed so their center IIIIII I I I I I I II III I II III 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. 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 III III This design prepared from computer input by MI PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2.7=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-287) 142 3.4=(-184) 79 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=(-108) 58 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -44) 20 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -23/ 353V -61/ 265H 5.50" 0.56 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -162/ 343V 0/ OH 1.50° 0.44 KDDF ( 625) 9'- 11.2" -119/ 239V 0/ OH 1.50" 0.31 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.2" -108/ 226V 0/ OH 1.50" 0.29 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15'- 11.7" -15/ 32V 0/ OH 1.50" 0.05 KDDF ( 625) ICOND. 2: Design checked for net(-5 Don uplift at 24 "cc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.031" @ 3'- 7.4" Allowed = 0.397" 6 -/ MAX IC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" i; MAX HORIZ. LL DEFL = -0.004" @ 15'- 10.9" 5 MAX HORIZ. TL DEFL = -0.004" @ 15'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES li( NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 6.001/ system and components and cladding criteria. 4 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �I load duration factor=l,6, Truss designed for wind loads v in the plane of the truss only. 0 co 3 h) co0 O 1 z 7 WM,. 0 M-3x4 , ) y ), 0-10 6-00 9-11-11 • (PROVIDE FULL BEARING:Jts:2.7 3,4,5,6' JOB NAME : POLYGON PLAN 5-B NH - J8Scale: 0.3315 �r " ( ( 6'' WARNINGS: GENERAL NOTES,unless otherwise noted: kr �Lit1 0 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 Cr s `"•^ Truss: J8 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 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). W.r DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ "'•4 (Z- 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. -zOREGONjy S E Q. : 599281 8 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. .. TRANS I D: 403 334 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 0 14, S .. fabrication,handling,shipment and installation of components. necessary. r r� ') 7.Design assumes adequate drainage is provided <'1 r'111 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 1101 I I I I II I I II III III TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,InC./CompuTrus SoftWere 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111111 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2-6=(0) 0 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2.3=(-246) 122 3-4=(-148) 61 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4.5=( -67) 31 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -24/ 353V -53/ 231H 5.50" 0.57 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -155/ 338V 0/ OH 1.50" 0.43 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -129/ 265V 0/ OH 1.50" 0.34 KDDF ( 625) 13'- 11.7" -51/ 109V 0/ OH 1.50" 0.17 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 osft uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.031' @ 3'- 7.4" Allowed = 0.397" 5 - MAX TC PANEL TL DEFL = -0.052' @ 2'- 11.9" Allowed = 0.596" �( MAX HORIZ. LL DEFL = -0.003' @ 13'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 13'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES 12 NOT EXCEED 19%AT TIME OF MANUFACTURE. 6.001/ 4 Design conforms to main windforce-resisting system and components and cladding criteria. 0Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration tactor=l.6, Truss designed for wind loads in the plane of the truss only. 0 3 N- ,a r) o 0 1 6.-7=-4 M-3x4 * ), .> 3' 0-10 6-00 7-11-11 'PROVIDE FULLBFARING:Jts:2.6.3,4.51 JOB NAME : POLYGON PLAN 5-B NH - J7 ,,,t0 PR 0 F r. -3' c'86' Scale: 0.3795 ‘,.'(\( WARNINGS: GENERAL NOTES,unless otherwise noted: �1 - 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4Z- ‘2{ iI-- Truss: ,+ , E I-- Truss: J7 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. "-}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: BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �4�' P b continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,;,-.44' IOW' . DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ♦' 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -1 OREGON SEQ. : 5992819 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, /,r \ /ti design loads be applied to any component, and are for"dry condition"of use. / '</)+ 2 A TRANS I D: 403334 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�I 14, T" necessary. /tiro fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R A Iw t„ 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11 11 11111 I'1111111111 II gni TPIIWfCA in BCS',copies of which will be furnished upon request. lines coincide with jointanr lines. 9. Nits 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) EXP)RES:1 2/31/201.5 111 IIIA( This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2.6=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2.3=(-208) 105 3.4=(-102) 46 TC LATERAL SUPPORT <= 12"0C. UON, LOADING 4-5=( -38) 18 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 352V -45/ 198H 5.50" 0.56 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -159/ 354V 0/ OH 1.50" 0.45 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -92/ 187V 0/ OH 1.50" 0.24 KDDF ( 625) 11'- 11.7° -19/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc soacing.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001° @ D'--10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'--10,0" Allowed = 0.111' MAX TC PANEL LL DEFL = -0.030" @ 2'- 11.9" Allowed = 0.397' 5 -,r MAX TC PANEL TL DEFL = -0.050" @ 2'- 11.9" Allowed = 0.596" 0 MAX HORIZ. LL DEFL = -0.002" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 11'- 10.9" 12 4 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 I/ NOT EXCEED 19%AT TIME OF MANUFACTURE. 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 . Truss designed for wind loads D in the plane of the truss only. 0 c el O/- cr O M-3x4 y ) 1, y 0-10 6-00 5-11-11 (PROVIDE FULL BEARING:Jts:2.6.3,4.51 JOB NAME : POLYGON PLAN 5-B NH - J6 Scale: 0.4200 ` cPR°F s� So /GM C WARNINGS: GENERAL NOTES,unless otherwise noted: 45' //,/ ) 'T '-4-,r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4t' Gh 1J.�I trtr�i" Truss: J6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. roii.l.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: BS is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by p y permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaf(BC). tip r 4/r P DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ *" tICt . 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�,OREGON ^�J SEQ. : 5992820 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/ " 1 '., design loads be applied to any component, and are for"dry condition"of use. ),. 20 ,.f TRANS I D: 40333 4 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 14, �� fabrication,handling,shipment and Installation of components. necessary. 7.Design assumes adequate drainage is provided. -Ft RIO- 6. ' This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111 1I I I I I I I 111111 I 111 II II 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-1968(MiTek) EXPIRES:12/31/2015 11111011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'• 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2.5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2.3=(-170) 99 3.4=( -76) 34 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 350V -37/ 166H 5.50" 0.56 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -164/ 368V 0/ OH 1.50" 0.47 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -45/ 90V 0/ OH 1.50" 0.14 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 1sf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TO PANEL LL DEFL = 0.028" @ 3'- 4.9" Allowed = 0.397" 4 ., MAX TC PANEL TL DEFL = -0.048" @ 2'- 11.9" Allowed = 0.596" t MAX HORIZ. LL DEFL = -0.002" @ 9'- 10.9" 12 �� MAX HORIZ. TL DEFL = -0.002" @ 9'- 10.9" i 6.001/ DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ) v Truss designed for wind loads o in the plane of the truss only. CO o/- v Ari o/- 1 METall 5►' 0 M-3x4 ,( ), y y 0-10 6-00 3-11-11 'PROVIDE FULL BEARING;Jts:2.5.3.4J R ope JOB NAME : POLYGON PLAN 5-B NH - J5 Scale: 0.4887 mac,'\5"�,fV �'i9,t WARNINGS: GENERAL NOTES,unless otherwise noted: �L,,. 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 tile Lhl t... Truss: J5 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: BS 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). �Irr; DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1# �(Ij.~- C(� 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. -Sy OREGON S E Q ATX /� design loads be applied to any component. and are for"dry condition"of use. / ,+�}• r�Q TRANS I D: 40333 4 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 1 4, 0,- fabrication,handling,shipment necessary. 1 pment and installation of components. 7.Design assumes adequate drainage is provided. -'a• RI L�,,. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1 11111 I I 11111 ni I'III'III 1111 II I III TPI/WfCA in BCS',copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,InC./CompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 111 111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF @1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2-5=(0) 0 BC: 2x4 KDDF @1&BTR SPACED 24.0" O.C. 2-3=(-126) 92 3-4=( -64) 25 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 10.0' 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) I 0'- 0.0" -24/ 353V -29/ 135H 5.50" 0.57 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) , C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -142/ 337V 0/ OH 1.50" 0.43 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -13/ OV 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ D'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" 4 MAX TC PANEL LL DEFL = 0.047" @ 2'- 9.3" Allowed = 0.397" 12 MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" 6.00[7' R. MAX HORIZ. LL DEFL = -0.001" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 3 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. �) Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph! h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. C.', o,,,_ v o/- 1 5►t -/ M-3x4 ,1 > 1, J, 0-10 6-00 (PROVIDE FULL BEARING;Jts:2,5,3,41 1-11-11 0 PRoF JOB NAME : POLYGON PLAN 5-B NH - J4 Scale: 0.5653 ,s, Gm 61 I WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual f`0) (((^Y•$ E Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown*, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or d wall BC. ±ice.- Pcin 9R s rY ( ) ,„ DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1.' 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -7OREGON 4 SEQ. : 5992822 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, r.,. ,,,, TRANS I D: 403334 �tx /4 design loads be applied to any component. and are for"dry condition'of use. //� .1r1�Q 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if v X C. necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. ] R y�.- ' 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 111111 III I I 111 I I II 111111 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. EXPIRES: MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1 311,ESR-1 988(MiTek) E l(yp(RES /s / 0ra IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-96) 68 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -49/ 379V -22/ 104H 5.50" 0.61 KDDF ( 625) 5'- 9.2" 0/ 74V 0/ OH 5.50" 0.12 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -69/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICDND. 2: Design checked for net(-5 Bsf) uplift at 24 "oc sgacingi VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10,0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.079" @ 3'- 7.2" Allowed = 0.395" 5-11-11 MAX IC PANEL TL DEFL = -0.092" @ 3'- 4.8" Allowed = 0.593" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 12 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 6.001/ DESIGN ASSUMES MOISTURE CONTENT DOES 3 --+' NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 140 mph; h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 Truss designed for wind loads in the plane of the truss only. v 0 M o� v NI Q� 1 �� 41114. M-3x4 0-10 'PROVIDE FULL BEARING:Jts:2.4.3j 6-00 JOB NAME : POLYGON PLAN 5-B NH - J3 Scale: 0.5843 ��, � Q � is/a WARNINGS: GENERAL NOTES,unless otherwise noted: ( '�", , 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 4 .L' a<{ ; {- Truss: J 3 and Warnings before construction commences. building component.Applicability of design parameters and proper ��� 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the 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: BS 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). ,I',e+�r. DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �' CC- C�1 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor..: OREGON S E Q. : 5992823 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, ftp design loads be applied to any component. and are for"dry condition"of use. / j.,. TRANS I D: 403334 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 0 14, 2 �� fabrication,handling,shipment and installation of components. necessary. �g 7.Design assumes adequate drainage Is provided. R R(1 A-._. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IN I II II I I I 1 0111 I I III II IIIITPIM?CA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in Inches. MiTek USA,IDC./CompuTrus Software 7.6.6(1 L)-E 1().For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXP(RES:12/31/201.5. I!I H This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-30(-63) 49 IC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 321V -14/ 73H 5.50" 0.51 KDDF ( 625) 3'- 10.9" -99/ 114V 0/ OH 1.50" 0.18 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 57V 0/ OH 5.50" 0.09 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111" 3-11-11 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078' MAX IC PANEL LL DEFL = 0.012" @ 2'- 2.2" Allowed = 0.246" MAX BC PANEL TL DEFL = -0.034" @ 3'- 1.4" Allowed = 0.333" MAX BC PANEL TL DEFL = -0.004" @ 4'- 1.4" Allowed = 0.333" 12 6.001/ MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 3 Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads v in the plane of the truss only. O N CO O/ V 1 0 1 ►4 M-3x4 ; y j 0-10 (PROVIDE FULL BEARING:Uts:2.3,4I 6-00 i JOB NAME : POLYGON PLAN 5-B NH - J2 Scale: 0.6394 �e, Po4'i11 9 WARNINGS: GENERAL NOTES,unless otherwise noted: Lt,� 4T `t ^Trus1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual e '"+G1,• E 1-- Truss: s: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ J��, 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -$y OREGON ^N SEQ. : 5992824 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �_ 1 r >t ,y,t�` design loads be applied to any component. and are for"dry condition"of use. V'76T TRANS I D: 40333 4 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if , fabrication,handling,shipment and installation of components. necessary. f�j 7.Desgn assumes adequate drainage is provided. "' �Ri t,�,. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111 II I I I I I I II I I I I VIII TPIM?CA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:1 21311201.5 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2-4=(0) 0 BC: 2x4 KDDF Al&BTR SPACED 24.0" O.C. 2.3=(-35) 40 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -49/ 263V -7/ 43H 5.50" 0.42 KDDF ( 625) 1'- 10.9" -108/ 90V 0/ OH 1.50" 0.14 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" T f MAX TO PANEL LL DEFL = 0.001" @ 1'- 0.0" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.145" 12 MAX BC PANEL LL DEFL = 0.005" @ 2'- 8.6" Allowed = 0.250" MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.333" 6.00 V MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 3 --/ Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=l-6, Truss designed for wind loads 0 v in the plane of the truss only. 0 mo 0 o� 1 2►� ►�4 -/ M-3x4 1' y y 0-10 'PROVIDE FULL BEARING;Jts:2.3.41 6-00 JOB NAME : POLYGON PLAN 5-B NH - J1 Scale: 0.7144 �c0 PROF �c,3 C I N/=' d WARNINGS: GENERAL NOTES,unless otherwise noted: L(2t, 1ril .r1.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 r Gh Uh ,{.•^ Truss: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at jaireier , DES. BY: BS Is the responsibility of the erector.Additionalpermanent bracingof 2' and at 10'o.c.respectively unless braced throughout their length bylAPIIIIP P y continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). 1:.+' ";fir!,. DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1y it 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 17OREGON 44j SEQ. : 5992825 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, xttx Jy design loads be applied to any component. and are for"dry condition"of use. / '�}! r(j TRANS I D: 40333 4 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes full bearing at all supports shown.Shim or wedge if 14„ neceaaary. M R R'1 L. '. ., fabrication,handling,shipment and installation of components. 7.n Designcs assumes adequate drainage is provided. C1. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III I I I I ''III 011 II''III 111 III TPIIVJTCA in BCSI,copies of which will be furnished upon request. linesDigits dae with JointaIn Inches.9. Digits indicate size of plate in Inches. C. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 II 1 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2- 8=( -97) 190 R- 7=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.1. 2- 3=(-257) 48 7- 9=(-158) 297 7- 3=( 0) 49 WEBS: 2x4 KDDF STAND 3. 4=(-224) 105 3. 9=(-308) 164 67 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 5- ( -68) LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 6=( - ) 32 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' -29/ 351V -53/ 231H 5.50' 0.56 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 2.3" 0/ 127V 0/ OH 5.50' 0.20 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 10.9" -120/ 259V 0/ OH 1.50" 0.33 KDDF ( 625) 9'- 10.9' -137/ 286V 0/ OH 1.50" 0.37 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.7° -50/ 106V 0/ OH 1.50" 0.17 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.008" @ 2'- 3.8" Allowed = 0.254" 13-11-11 MAX TL CREEP DEFL = -0.015" @ 2'- 3.8" Allowed = 0.339" T f MAX HORIZ. LL DEFL = -0.007" @ 5'- 2.3" -/ MAX HORIZ. TL DEFL = 0.009" @ 5'- 2.3" @ DESIGN ASSUMES MOISTURE CONTENT DOES i NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 6.00L- system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TOOL=4.2,BCDL=6.0, ASCE 7-10, ;t (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=1.6, 0 Truss designed for wind loads mr c in the plane of the truss only. to M-4x6 �Lo M -3x4 98 c /- oit3 M-3x4 -vo p Cd O cu M-3x4 M-1.5x4 Cd y y , 2-03-12 2-10-08 0-09-12 .1 )' y y 0-10,, 2-05-08 , 11-06-03 y 6-00 7-11-11 (PROVIDE FULL BEARING:Jts:2.9.4.5.61 JOB NAME : POLYGON PLAN 5-B NH - J7CScale: 0.3025 c0'S cQ 11",%, 41 PROsk. '40 WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for en individual 4.' 14("2.0 Truss: J 7C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at li DES. BY: BS 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 d wall BC. ,s 44 DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impad bridging or lateral bracing required where shown++ 0 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -jy OREGON 1J S E 0. : 5j 992826 fasteners are complete and at no time should any loads greeter than 5.Desgn assumes trusses are to be used in a non-corrosive environment, 4� ,pt ,0), A, ,I design loads be applied to any component. and are for"dry condition"of use. 0 T yr TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If 14, P fabrication,handling,shipment and installation of components. C5 1 necessary. 11// '' 7.Design assumes adequate drainage is provided. FIR j - 6.This design Is furnished subject to the imitations set forth by B.Plates shall be located on both faces of truss,and placed so their center II I I I I I 1111 II I I I I I II TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits Indicate size of plate in Inches. C MiTek USA,InC./CompuTru3 Software+7,6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) EXPIRES:12/31/2015 11 (VIII( This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2- 8=(-102) 178 8- 7=( 0) 18 BC: 2x4 KDDF /11&BTR SPACED 24.0" 0.0. 2- 3=(-245) 43 7. 9=(-165) 27B 7- 3=( 0) 49 WEBS: 2x4 KDDF STAND 3- 4=(-213) 71 3- 9=(-289) 171 TC LATERAL SUPPORT <= 12"OC. UON. LONDIOG 5. 6=(-101) 77 0 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.N) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 24.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -27/ 356V -39/ 215H 5.50" 0.57 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 2.3' 0/ 122V 0/ OH 5.50" 0.20 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 10.9" -136/ 299V 0/ OH 1.50" 0.38 KDDF ( 625) 9'- 11.7' -183/ 405V 0/ OH 1.50" 0.52 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD, TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design Checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" 8 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10,0" Allowed = 0.111" MAX LL DEFL = 0.009" @ 2'- 3.8" Allowed = 0.254" 11 11 11 MAX TL CREEP DEFL = -0.014" @ 2'- 3.8" Allowed = 0.339" MAX LL DEFL = 0.042" @ 11'- 11.7" Allowed = 0.200" 'f 1' MAX TL CREEP DEFL = -0.048" @ 11'- 11.7" Allowed = 0.267" MAX HORIZ. LL DEFL = -0.007" @ 5'- 2.3" MAX HORIZ. TL DEFL = 0.009° @ 5'- 2.3" DESIGN ASSUMES MOISTURE CONTENT DOES 12 6.00 NOT EXCEED 19%Al TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCOL=4.2,BCOL=6.0, ASCE 7-10, co o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 CD o Truss designed for wind loads m ; to in the plane of the truss only. M-4x6 tfp M-3x4 c g8 o 9 .. c .--, M-3x4 M-1.5x4 �o 0CM 8 0 M-3x4 y y ) 1, 2-03-12 2-10-08 0-09-12 1, , y y 0 10, 2-05-08 ,, 9-06-03 y 6-00 5-11-11 (PROVIDE FULL BEARING;Jts:2,9,4,51 JOB NAME : POLYGON PLAN 5-B NH - J6C Scale: 0.3429 4c0PR04..0s WARNINGS: GENERAL NOTES,unless otherwise noted: ///(N "tom 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4t. 0'Ghi 0 E f"* Truss: J6C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length byAdr" is the responsibility of the erector.Additional permanent bracing of plywoodsheathing(TC)) rywalt(BC). "a �""'� continuous sheathingsuch asg sheathin C and/or d DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ *' !C�� I1 4.No toad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -$y OREGO ^id S EQ are lobe used in a non-corrosive environment, ti TRANS I D: 403334 /),_ ✓ design loads be applied to any component. and are for"dry condition"of use. / - ). '4d -�- 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if ( '1 4, P fabrication,handling,shipment and installation of components. necessary. R R1 'q)7.Design assumes adequate drainage is provided. �,.. 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 - i (III VIII 11(III Hill II(III TPIIVYfCA in BCSI,copies of which will be furnished upon request. lines coincide with jointcenterinches.9. Digits 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 III III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-7=( -69) 178 7-6=( 0) 18 BC: 2x4 KDDF H1&BTR SPACED 24.0" 0.C. 2-3=(-245) 43 6-8=(-114) 278 6-3=( 0) 49 WEBS: 2x4 KDDF STAND 3-4=)-153) 71 3-8=(-289) 118 LOADING 4-5=( -70) 32 IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12°OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -27/ 347V -37/ 166H 5.50" 0.55 KDDF ( 625) Connector plate prefix designators: 5'- 2.3" 0/ 122V 0/ OH 5.50' 0.20 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 10.9" -138/ 301V 0/ OH 1.50" 0.39 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" -49/ 103V 0/ OH 1.50" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.007" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.014" @ 2'- 3.8" Allowed = 0.339" 9-11-11 MAX HORIZ. LL DEFL = -0.005" @ 5'- 2.3" MAX HORIZ. TL DEFL = 0.009" @ 5'- 2.3" -/ DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 N Design conforms to main windforce-resisting 6.001/ system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads cin the plane of the truss only. o 0o to v M-4x6 c) k1 -� .. v �___ 8 in --��� M 3x4 M-1.5x4 - o 0 M-3x4 M-3x4 1 1 1 2-03-12 2-10-08 0-09-12 1 ), 1 y ` 0-101 2-05-08 7-96-03 y 6-00 3-11-11 , 'PROVIDE FULL BEARING;Jts:2,8,4,51 JOB NAME : POLYGON PLAN 5-B NH - J5C Spate, 0.3783 ` ` QPRQp,Efst6s WARNINGS: GENERAL NOTES,unless otherwise noted: /(� -T -t -"Tru1.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 'll.{ �1 i$ E -iv-- Truss: ss: J5C 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 is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: BS �e�. _4 r P y continuousxImpact sheathinggr such l acing red quired where s and/or drywall(BC). . w,- DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ t/ (Z. 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. -Yy A.,OREGON ,(/ SEQ. : 5992828 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4- 'Fr r11A1 ik��. TRANS I D: 403334 design loads be applied to any component. and ere for"dry condition"of use. / �+ ,,gyp t�T 5.CompuTrus has no control over and assumes no responsibility for the fi.Design assumes full bearing at all supports shown.Shim or wedge if 01�1, tl fabrication,handling,shipment and installation of components. Dnecessary. / V 7.Design assumes adequate drainage Is provided. Fi IR 10- 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 111111 I 11111E1 I Ill III TPINVECA in BCSI,copies of which will be furnished upon request lines coincide oind ccae with jointpcenterlines. 9.Digitsindicate dt size olatetein 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:12/31/201 5 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTA LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2.7=( -84) 228 7-6=( 0) 18 BC: 2x4 KDDF qt&BTR SPACED 24.0" O.C. 2.3=(-297) 65 6-8=(-138) 358 6-3=( 0) 50 WEBS: 2x4 KDDF STAND 3.4=(-153) 82 3.8=(-372) 143 LOADING 4.5=(-100) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 23.7" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connectorplate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -35/ 328V -24/ 151H 5.50" 0.53 KDDF ( 625) C nnector a (or no g 5'- 2.3" 0/ 144V 0/ OH 5.50" 0.23 KDDF ( 625) prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -182/ 415V 0/ OH 1.50" 0.53 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 osfl uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LI ITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" D'--10.0" Allowed = 0.111" MAX LL DEFL = -0.010" 2'- 3.8' Allowed = 0.254' MAX TL CREEP DEFL = -0.018" 2'- 3.8" Allowed = 0.339' MAX LL DEFL = 0.041" 7'- 11.7" Allowed = 0.197" MAX TL CREEP DEFL = -0.047" 7'- 11.7" Allowed = 0.263" 7-11-11 T f MAX HORIZ. LL DEFL = 0.007" @ 5'- 2.3" MAX HORIZ. TL DEFL = 0.011' @ 5'- 2.3" 12 6.001/ DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 0 co Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, CD (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads M-4x6 c> in the plane of the truss only. M-3x4 o/ �co mi 8 WEZEN /- 7 o 2 00m.� M-3x4 M-1.5x4 o M-3x4 1, y 1, ) 2-03-12 2-10-08 0-09-12 .90 PROF6- y J, 1, y 0-10 1, 2-05-08 5-06-03 1 y 6-00 1-11-11 'PROVIDE FULL BEARING:Jts:2,8,4I JOB NAME : POLYGON PLAN 5-B NH - J4C Scale: 0.4268 << ,s, WARNINGS: GENERAL NOTES,unless otherwise noted: 4.4C.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 {t a ®• E (.^ Truss: J4C end Warnings before construction commences. building component.Applicability of design parameters and proper GGG Age 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: BS is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by p ty permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown♦+ '0 Cr 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. 7OREGON 4, SEQ. : 5992829 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4- • N lv A. design loads be applied to any component. and are for"dry condition"of use. ,,:o >��,, ( ,y TRANS I D: 403334 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 }4, `h 1 fabrication,handling,shipment and installation of components. necessary. A 7.Designlaesassumes adequate ne drainage is truss, + R1110- 8. This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I II I 11111 I I I I Hill VIII III III 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. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31/2015 II V'I'II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2-6=(-135) 228 6-5=( 0) 18 BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. 2-3=(-297) 65 5.7=(-218) 358 5-3=( 0) 50 WEBS: 2x4 KDDF STAND 3-4=( -55) 41 3-7=(-372) 226 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 4 BC LATERAL SUPPORT <= 12"OC. UON, DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -48/ 365V -22/ 104H 5.50" 0.58 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 2.3" 0/ 144V 0/ OH 5.50" 0.23 KDDF ( 625) Connector plate prefix designators: 5'- 11.7" -48/ 108V 0/ OH 1.50" 0.17 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111' MAX LL DEFL = 0.012" @ 2'- 3.8" Allowed = 0.254' MAX TL CREEP DEFL = -0.018" @ 2'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.009" @ 5'- 2.3" MAX HORIZ. TL DEFL = 0.011" @ 5'- 2.3" T 5-11-11 .( DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 6.001/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 1140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, �i Toad Herstis), Enclosed,'Cat.2, Exp.B, MWFRS(Dir), Truss designed for wind loads in the plane of the truss only. 0 c Tr M-4x6 o 0 [7 cm e o M-3x4 gOli M co '� y O cl-� o m' M-3x4 M-1.5x4 o 0 0 2►� 0 6 0 M-3x4 ), ), ) ), 2-03-12 2-10-08 0-09-12 y y y .1- 0-10 0-10 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING:Jts:2,7,4I JOB NAME : POLYGON PLAN 5-B NH - J3C scale; D.49D2 �5 //"ci0 PR° 6 ,( WARNINGS: GENERAL NOTES,unless otherwise noted: 45. (f -y# 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual `4:t. ....'42/6 F'E I- T r u s s: J3C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown 0. 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 /,/3/r DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or d all BC. +!",= DATE: 7/11/2014 pcw aR s rn ( ) . the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ft 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. -sq OREGON to SEQ. : 5992830 fasteners are complete and at no time should any toads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ," � \t" A design loads be append to any component. and are for"dry condition"of use. / '1)" Q P4 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 14, ty fabrication,handling,shipment and installation of components. necessary. 'efi t 41"' V 7.Designlaesassumes adequate ne drainagehcistrus,provided. R 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center VIII I I I I I I II III II II TPI/VYfCA in BCS',copies of which will be furnished upon request. git coincideictwith jointcenter nche. 9.Digitssidsize of tplate in inches. EXPIRES: MiTek USA,Ino./CompuTrus Software+7.6.6(1 L)-E t0.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 4..hP(!\C12/31/2015 IIIIIIII IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF M1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2-6=(-46) 123 6.5=( 0) 18 BC: 2x4 KDDF 111&BTR SPACED 24.0" O.C. 2.3=(-188) 24 5-7=(-76) 191 5.3=( 0) 48 WEBS: 2x4 KDDF STAND 3-4=( -22) 28 3.7=(-198) 79 LOADING IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" 0'- 0.0" -48/ 325V -14/ 73H 5.50" 0.52 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -84/ 70V 0/ OH 1.50" 0.11 KDDF ( 625) Connector plate prefix designators: 6'- 0.0" 0/ 9BV 0/ OH 5.50" 0.16 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 osf) uplift at 24 'oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111' MAX LL DEFL = 0.005" @ 2'- 3.8" Allowed = 0.170" MAX TL CREEP DEFL = -0.010' @ 2'- 3.8" Allowed = 0.226" MAX LL DEFL = 0.000" @ 5'- 2.3" Allowed = 0.078" MAX BC PANEL TL DEFL = -0.002" @ 3'- 11.9" Allowed = 0.128" 3-11-11 MAX HORIZ. LL DEFL = -0.004" @ 5'- 2.3" '( T MAX HORIZ. TL DEFL = 0.006" @ 5'- 2.3" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 I/ NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. -/ Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-4x6 0Truss designed for wind loads 0 in the plane of the truss only. Cd OillIlliiill.n'-i"IIIIIIIIIIIIIIIIIIIr""q M-3x4 0f 7 �� v M� M-3x4 0 M-1.5x4 �/- 2�� 6 0 0 M-3x4 0 2-03-12 2-10-08 0-09-12 0-10 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING;Jts:2,4,7' PROpe JOB NAME: POLYGON PLAN 5-B NH - J2CSale, 0.5343 ` � s WARNINGS: GENERAL NOTES,unless otherwise noted: 5J "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 t,i M{ P;# E 1-" Truss: J 2C and Warnings before construction commences. building component.Applicability of design parameters and proper ` 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Po ty permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywatl(BC). �! DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ fo j. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -Sy OREGON ((,� SEQ. : 5992831 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corosive environment, L- h, !4 TRANS I D: 403334 design loads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry full bearing at all supports shown.Shim or wedge if on"of use. 8.Design assumes full b /0 '9 y 14, 4, 2-C) P- n fabrication,handling,shipment end installation of components. ecessary. /'� \- 7.Designlaesassumesadequateonedthinaceisftru ,provided. R, 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 1111111111111111 III III TPINJfCA in BCSI,copies of which will be furnished upon request. lines coincide withzjoint centerInches.9. Digits size of plate in Inches. MiTek USA,Ina/CompuTru5 Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31/2015 11111111D This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-68) 30 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -58/ 287V -14/ 73H 5.50' 0.46 KDDF ( 625) 1'- 9.2" -3/ 60V 0/ OH 5.50" 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -44/ 94V 0/ OH 1.50" 0.15 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 Bsfl uplift at 24 "oc soacing.l REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.002' @ I'- 0.1" Allowed = 0.067" 12 3 -/ MAX HORIZ. LL DEFL = -0.000' @ 3'- 10.9' 6.00 I/ MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9' 0 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 1906 AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, v (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), AD load duration factor=1.6, N Truss designed for wind loads in the plane of the truss only. M,,,__ O c 111 O c/- 1 2� 4 M-3x4 J, ), y 0-10 2-00 1-11-11 'PROVIDE FULL BEARING:Jts:2.4.3I JOB NAME : POLYGON PLAN 5-B NH - ASJ23oale: 0.8541 <c\'N RQpn WARNINGS: GENERAL NOTES,unless otherwise noted: /)) ^T �l' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual tt K /)/ ! E {" Truss: ASJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2z4 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: BS 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). 1111111111. DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ td (r 4.No load should be applied to any component until after ell bracing and 4.Installation of truss is the responsibility of the respective contractor. '17 A,OREGON 4,,, SEQ. : 5992832 fasteners are complete and at no time should any loads greater than 5. Design assupes trussss are to be used in a non-corrosive environment, 4.- "F7 rr,11* A� design loads be applied to any component. and are for"dry condition"of use. / 20 ..1t„ TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes full bearing at all supports shown.Shim or wedge if p� 1 , fabrication,handling,shipment and installation of components. Dnesign . 'r7�R A)�.. 7.Design assumes adequate drainage is provided. R l,. 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center II I I III I I III II I IIIIII'III TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:1 2131/2015 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 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( -3) 42 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-45) 15 IC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -62/ 263V -7/ 43H 5.50" 0.42 KDDF ( 625) 1'- 9.2" -18/ 21V 0/ OH 5.50" 0.03 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50' 0.07 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083" 1.11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111' T '1 MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.050" MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.9' Allowed = 0.145" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.00 L MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 -/ load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. o CO v ra0 -/ oV 1 1111 . 4►� M-3x4 J, y 1, 0-10 2-00 (PROVIDE FULL BEARING:Jts:2,4,31 JOB NAME: POLYGON PLAN 5-6 NH - ASJ1 Scale: 0.7139 t, '�° R°� s� A WARNINGS: GENERAL NOTES,unless otherwise noted: a //,/GINE ,c, ''Y-.�y 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual C!;` E C 2; E r"" Truss: ASJ 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. f 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced atArer DES. BY BS 2'o.c.and at 10'o.c,respectively unless braced throughout their length by s is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r _! . 1 DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Ct 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. -Sy a�OREGON 40 SEQ. : 5992833 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �� "+l r, ,fes TRANS ID: 403334 design loads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry condition"of use. C/)�. }j 1 , �. -.,,, 6.Design assumes full bearing at all supports shown.Shim or wedge N v fabrication,handling,shipment and installation of components. Designnecessary. /� 7. laesassumes adequate ne draface is trussed. �R I��.. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111 TPI/WfCA in BCS(,copies of which will be furnished upon request. git ci dcat with jointacenter lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015