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Plans (27) OA DC) \3 t3ZT7 Iaw' V -Z MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-92 UP Fax 916/676-1909 5D 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:R41832552 thru R41832567 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. � � R R CVS co �GINE-e 870 2PE -' un tv OREGON ©t A. Heck EXPIRES:06/30/2015 April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply 5D R41832552 PL14-92_UP 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 15:40:14 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-ZUAMIRGH36RsRkXU127EmMisJ1 UWN695C9Z_I5zOQSI 2-6-0 { 2-2-9 I I 1-2-0 I I 2-4-11 { Scale=1:28.6 1.5x3 II 3x5 = 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 3x5 = 1.5x3 II 1 2 3 4 5 6 7 8 ao • o o o itilit _1.1._ _ 1111111111111111111110•00 o iiii N N e e e 13 12 11 10 .i. 3x4= 3x8= 3x4= 3x4 = 3x4= 10-8-1 11-4-9 E - 9-11-9 107111 111-3-1 11 16-4-12 9-11-9 0-(-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): f 10:0-1-8,Edge),(1 1:0-1-8,Edge] 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 >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 Incr 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. ..ONTO t> TOP CHORD 2-3=-2463/0,3-4=-2463/0,4-5=-2532/0,5-6=-2532/0,6-7=-2532/0 `j BOT CHORD 12-13=0/1520,11-12=0/2805,10-11=0/2532,9-10=0/1515 o 1f wASJj�. 'V).• 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 C,J �• , �,. Q i 1.4, NOTES try ( ,,, , 1)Unbalanced floor live loads have been considered for this design. •-, 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. jr 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, 9639 be attached to walls at their outer ends or restrained by other means. {�fi�, �- - LOAD CASE(S) Standard �sxQA�� 5 G)N � / C' �� 9 02�? -57 `t- 870 2PE • y -0i,u3� OREcv GO 9.o 4i\,, ion 8ER 1\�� 0 A NER EXPIRES:06/30/2015 April 22,2014 ®kk4 NIM3-Vol??des 7n pa.'auA lir_c'2.s. 1T THIS r. r 4 /2 a f r ran• _> �8c�JN'.rSG.�iTN._;hNGi, i'::€DMiF€Kk£€.,.�t€hkz:'ld�€�1II>.l3iL�l•�s��2tzr1£tEr;�fLS. 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 tempoiory bracing to insure stability during construction is the responsibillity of the MiTek. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,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 H S.-uthwrry Pin.ISP}lumhcr in speetfied.tha dasign vrai.ies art Thant effective 06/02.1201.3 by ALSO Job Truss Truss Type Qty Ply sD R41832553 PL 14-92_U P F03 Floor 3 1 _ Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,uregcn 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon;+pr 21 15:40:15 A31 x Page i ID:j7axn4OsHnThlyaUAczwOszX1 UY-1gkkynGvgPZj3u6gbleTJZFOdRg06YlERplYHXzOQSk 1 2-6-0 1 1 2-5-1 I I 1-2-0 1 F 2-4-11 i 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 e e e esftiiiiiiii e 0 0 N N e o e ee NIP" NI 1 12 11 10 • 3x4= 3x8= 3x4= 3x5= 3x4= 10-10-9 11-7-1 I 10-2-1 16-3r9 111-5-9 1 1 16-7-4 1 10-2-1 0-1-81 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): [l0:0-1-8,Edge],[11:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 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 Incr 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_18,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(Ib)or less except when shown. $ ONlo - 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 & 10ASIii 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 P({, Q� NOTES 1 f-` ( t:4-'" VI- 1)Unbalanced floor live loads have been considered for this design. N f 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSITTPI 1. 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 r�, be attached to walls at their outer ends or restrained by other means. '1 49639 Off,> �C1ST Nti LOAD CASE(S) Standard � ssior�AL � - <-\'' 0.0 PROf 'ss .r. - 87022PE �1" / to ,(v -5)--) --°j,OREGO `Lo©0 - 1BER \'' A H\- EXPIRES:06130/2015 April 22,2014 ®414 if` ..Vs:fir dsv7gst pa ame rers a d READ M cS CN MIE AND DOMED Mira REFS t2/KE PAGE Ma m t.I/25/2014 BEk1Rf t/SE .." Design valid for use only with Miifek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 1/11 is for lateral support of individual web members only. Additcnal 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 IvilleK fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualty 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 11 So irtlie rn Pine 4SP)fuan lse r is spec ifie.d,the rin sign values are the s.e elfe ctive 06/0112511.3 by A LSO Job Truss Truss Type Qty Ply 5D R41832554 PL14-92_UP F04 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industnes,Inc.Mon Apr 21 15:4016 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszXl UY-Vt16A7HXbjhah2hs9T9imoBrrAWr_QOfT25pzzOQSj 1-0-0 I 1 1-1-11 II 1-2-0 ii 1-0-9 I 2-6-0 Scale=1:32.5 4x4= 3x4= 3x4= 3x4 = 3x4= 3x4 = 4x4 = 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 . v e e o o a s o s a = a / N\ 4/ N / ` / N \` - N e O 9 a• e o a ee D '/ 26 25 24 23 22 21 20 19 18 3x4 = 4x5= 3x5 = 3x5= 3x5 = 3x5= 4x6 = 4x4 = 3x4 = 15-3-11 I 14-1-11 17-4-11{ I 19-1-4 I 14-1-11 0-7-0 3-9-9 Plate Offsets(X,Y): ]14:0-1-8,Edge],f19:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.30 22 >767 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.67 Vert(TL) -0.46 22-23 >493 360 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.06 18 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:94 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 puffins, 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) 27=835/0-4-4 (min.0-1-8),18=835/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. -vONIO TOP CHORD 2-3=-1513/0,3-4=1513/0,4-5=2638/0,5-6=-2638/0,6-7=-3383/0,7-8=-3383/0, 8-9=-3752/0,9-10=-3752/0,10-11=-3733/0,11-12=3733/0,12-13=3416/0, oo 01 WA$�f 13-14=-3416/0,14-15=2622/0,15-16=2622/0 G <{, �„ C BOT CHORD 26-27=0/806,25-26=0/2121,24-25=0/3056,23-24=0/3613,22-23=0/3786,21-22=0/3584, fti G 20-21=0/2622,19-20=0/2622,18-19=0/1831 q t l. rl WEBS 14-20=328/0,15-19=541/0,2-27=1129/0,2-26=0/990,4-26=-851/0,4-25=0/724, 6-25=585/0,6-24=0/459,16-18=-1977/0,16-19=0/1135,8-24=321/0,12-21=-264/0, 13-21=328/0,14-21=0/1085 j_7r 49539 1)NTES Unbalanced floor live loads have been considered for this design. 2.4,,,,4, GIS'ITR� 2)All plates are 1.5x3 MT20 unless otherwise indicated. `S1ONALG 3)Refer to girder(s)for truss to truss connections. 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�D P R 0FeSzS' LOAD CASE(S) Standard �c.,. „,,--Co FR `� 870 2PE y `�'3j, OREGO ti? <v -IP $',..c�'I1 ER '�'' �� S A. H 5C7k EXPIRES:06/30/2015 April 22,2014 4 4 r [ r, s s r,. ; r 3 C '+ USE m� bf�fxN7.� 4e,^.^.'�ydc=r�rrc:,;anx:�rs�:�fi��-rzSG.�}Tff�v!1�?DE:,t�i�€f��.7F/C�F��£hd:rzfiu;~�lIT7:F3;ext;`i�J2�iS&E�•4g Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. WI. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not trussdesigner.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the .nj�� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek fabrication,quality control.storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria.DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine ISP:1 lumber is specified,the design sutures are thole effective 06/031201..3 by ALC Job Truss Truss Type Qty Ply 5D R41832555 PL14-92_UP F05 Floor 9 1 Job Reference(optional) Pacific Lumber&Truss t:o., Lake Oswego,Orogon 7 510 s Jan 13 2014 Mi?ek Industries,Inc Men Api 1 15:40.16 20'4 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-RFPtboJn7KxlwMrtGuBAxCtWjjegZJglg7mXCuszOQSh 11-3-0 I 1 1-1-1 IF i"2-0 ii 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 / SI\ /0" N o a ////` a ////` Ntlt o ////` e o e - v- oi±i N, .....,,,0410.11- -111144411.,,iiiiiiiiiiiiiiiiiii. 9 v oo de 26 25 24 23 22 21 20 19 18 3x4 = 4x6= 3x5= 3x6 FP= 3x5 — 3x5 = 4x6= 3x6 = 3x5 = 3x5 WB= 15-7-9 I 14-5-9 5-0-9 { 20-9-8 14-5-9 7-0 h-7-0 5-1-15 Plate Offsets(X,Y): 112:0-1-8,Eddel,118:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Lid 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!nor YES WB 0.84 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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 (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. y-ONIo4f 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, o'7 OV WAS. ,,13-14=-3519/0,14-15=3519/0 Cd w {G� �� 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, ,..A19-20=0/3519,18-19=0/3519,17-18=0/1990 t. ute 1 47 * l. N 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, 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 er 49639 4,, NOTES 0.x, ��Gj,$•j-E�� 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. �SiONAI. 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. �{G�cj P Rope. LOAD CASE(S) Standard �,,� GINE /0�� 87022PE c" -7 -0i, O R EG•N (10 4� OnSMB E R -.\ q. H+cR EXPIRES:06/30/2015 April 22,2014 A 14ARNT 3-Verify des gn perame mrs a:,RAD hci lES ON MIS AND De iOFD MMTFK REFERENCE PAIGE M77 7473 re tt It 25/2014 8IFMtUSE • Design-valid for use only with Milek connectors.This design is based only upon parameters shown,and is for an individual building component. -, - 1111 Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is fcr Interal support of individual web members only. Addit:onai temperar:bracing to insure stability during construction is the responsibillity of the . . . _ p,R-" - . erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding tVi 1l fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine 1Spl lumber is specified,the design values are those effective oG/03/201.3 by ALSC Job Truss Truss Type Qty Ply 51) R41832556 PL 14-92_U P F06 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.51(15 Jan 13 2014 MiTek Industries.Inc. Mon Apr 21 15:40:18 2014 Page 1 ID:j7axn40sHnThiyaUAczwOszX1 UY-RFPtboJn7KxlwMrFGuBAxCtdCe_yJ15g7mXCuszOQSh 1-4-0 { 2-6-0 I 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 e e 0 rV l ./ e A 5 ill° 4 3x4= 3x4= 9-1-8I 4-1-0 I 1-8 3-11-8 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 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 3 ONTO 1)Refer to girder(s)for truss to truss connections. r9 ,,.0.1v W.AS, Iyf, 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. �,J ,4 . .. G' ZA 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 toill vj f ,,, ILA N be attached to walls at their outer ends or restrained by other means. Illi - I LOAD CASE(S) Standard . / =, 49639 _,24,) '\�Q,ED PRoFess ��\co NG(N� 9 i��-7 87022PE c— // cn y �-c>, OREGON (5) '9 $‘A.wBER .\\ \-\ A. NSR EXPIRES:06/30/2015 April 22,2014 i ®W#R.Ai _Verify design ra:onx yrs 3;1d READ 14C,TES ON MS ANC Matta,M17£!<FEFET EN7E PAGE MIT 7 413,o r 1/2912014 Bim REI'SE �••��• 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 p � ��R- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IYI fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Sauthe rn Pine)SPI!umber is specified,the design values are those eitz*five i36J01/201:3 by A LSC Job Truss Truss Type Qty Ply 5D R41832557 PL14-92_UP F07 Floor 6 1 Job Reference(optional) Pacific I_urnbe,8:Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 201.4 NI:'='clnJust es;Inc. Mon Apr 21 15:40:19 2014 Page 1 ID:j7axn4OsHn i hlyaUAczwOszX1 UY-vSzFo8JPue39YWPRgbjPTPQdB2AJ2KEgMQGIQIzOQSg a1-1 o-7-71 2-6-0 I 1 1-2-o I Scale=1:28.3 4x4= 3x4 II 3x8 = 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 13x6 7.= 2 3 4 5 6 7 8 9 10 • • • 0 0 • 0 a _\—/- . _ - / 11111111111111111111111%441 - 9 e e o 0 0 o , a �p 17 ,- ' 15 14 13 12 fJ��Qj 3x4 II 3x6 = 3x8 = 3x6= 1.5x3 II 4x4 = 3x4= 1-0-4 0-10-12 1 I 16-5-4 I 0-10-12 15-5-0 0-1-8 Plate Offsets(X,Y): [7:0-1-8,Edgel,[12:0-1-8,Edge],[17:Edge,0-1-81 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.86 Vert(LL) -0.20 13-14 >903 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.73 Vert(TL) -0.31 13-14 >599 360 BCLL 0.0 Rep Stress Incr NO WB 0.70 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:78 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 puffins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF StudlStd(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:15-16. REACTIONS (lb/size) 16=1078/0-5-8 (min.0-1-8),11=655/0-2-12 (min.0-1-8) Max Gray 16=1078(LC 1),1 1=670(LC 4) _ _ - � 1O IO F FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250{Ib}or less except when shown. TOP CHORD 1-2=0/281,2-3 0/281,3-4-1662/0,4-5=-1662/0,5-6 -2516/0,6-7-2516/0, © OVWAsl�j 7-8=-1811/0,8-9-1811/0 G �'�, Q BOT CHORD 15-16=147/422,14-15=0/2316,13-14=0/1811,12-13=0/1811,11-12=0/1466 �' 4S/ it.,/(' " .14'r G WEBS 8-12=-759/0,1-16=-431/0,7-14=0/820,6-14=-284/0,5-14=0/253,5-15=-744/0, (C "�" '2, .r 3-15=0/1377,3-16=-849/0,9-11=-1582/0,9-12=0/1027 l- f NOTES /er '0 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. �O .l :? v3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. fi, • - S4)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 `r`�'��j�jAL 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. The design/selection of such connection device(s)is the responsibility of others. P R 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). GJ"e`'D ly OF��'s/ LOAD CASE(S) Standard ��.a �'N R �1.- 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 �' 870 2PE Uniform Loads(plf) Vert:11-17=8,1-10=80 Concentrated Loads(Ib) Vert:1=-304(F) S. (n� ../-37 '3OREGO (L c:> ‘41 On \\ \ -.' S EXPIRES:06/30/2015 April 22,2014 a ®mac-Verity de.v,..9n par5mtErs.i1,1READd ;SS ON THIS AND idkTLZED MI7EK AFFEREMEPAGE M777473;eel,/29,/2'ildBE3"?tEUSE mi..- . 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.pport or individual web members only. Additional temporary bracing to insure stabifty during construction is the responsibillity of the . . _ --., MiTek- erector.Additional permunent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and 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 5auth.ern Pine SP)lumber is sfsacifIesi,the design values are those effective o6/01/m..3 by ALSC Job Truss Truss Type Qty Ply 5D R41832558 PL14-92_UP F08 Floor 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon r.Si 0 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:40:20 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1UY-NeXd?UK2fyCOAf dOlEeodyyfSfJnuNza40JykzOQSf 2-6-0I 0-5-10 I I 1-2-0 I I 1-4-14 I Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4= 3 4 53x4 = 6 J ILL e O O N {/ v CV 6 e e b e e 3x4 — 1 9 8 3x4=- 3x4 3x4 = 3x4= I 3-1-2 31-1 3-9-10 1 4-4-10 4161 8-6-8 I 3-1-2 o-1-6 0 0-7-0 0-7-0 0-1- 4-0-6 Plate Offsets(X,Y): [8:0-1-8,Edgej,j9:0-1-8,Edgej I LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 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/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=370/0-2-12 (min.0-1-8),7=370/0-2-8 (min.0-1-8) M FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 010N10 ,. 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 oC VHASj��. WEBS 2-10=-736/0,2-9=-37/269,5-7=-718/0 �4, /4:7----- C;), a 0 'i • NOTES • • , ' t 1)Unbalanced floor live loads have been considered for this design. \-,-_-;I 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. 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 ",/ 49639 be attached to walls at their outer ends or restrained by other means. (7 �t'fi�j �5� LOAD CASE(S) Standard s° ONAL' C, -<<- PRpfeco So � ,.N ��t;�1 N SER /�2 rr 87022PE 17 87022PE cv'3j,OREG•N (-1,c) 4../J A. On- .\\ \-\ HES�A EXPIRES:06/30/2015 April 22,2014 1 ®WAFJ/TM3-Verify de=gn oorne05rca dREAD!CIESONTHISA.ND17K1:T..EDMITEKREFEREN2'PArEMIT7413,e 1/23/26VZ8 WORE 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 tar.lgtoral support of individual web members only.Additional temporary bracing to insure stability cluing construction is the responsibility c•f the Nfr�ek- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TPI1 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 If 5,1utherrs Pine ISP}tumharr in specified.the design.ittesare those effective 406/03/201.3 byAALS£ Job Truss Truss Type Qty Ply 51) R41832559 PL14-92_UP F09 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Ja,,13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:21 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-rq5?DgLgOFKtnpZgxOltYqV7RsOHWNn7pklsUBzOQSe I 2-6-0 I 0-5-6 1 1 - 1-2-0 I I 1-7-2 1 Scale:1"=1' 1 1.5x3 I I 2 3x4 = 31.5x3 II 4 3x4= 51.553 II e e . e 9 O N (y a -.11111%‘..„... . fr e e 1.5x3 II 9 8 7 6 3x4= 3x4 = 3x4 = I 3-0-14 2- 3-9-6 1 4-4-6 1 6-2-8 I 3-0-14 1 0-7-0 0-7-0 1-10-2 Plate Offsets(X,Y): [4:0-1-8,Edgel,[8:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft 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 Ince 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. olONIO TOP CHORD 2-3=-362/0,3-4=-362/0 BOT CHORD 8-9=0/423,7-8=0/362,6-7=0/362 OS OV WAS11� WEBS 2-9=-456/0,4-6=-424/0 C.) �� it_ r �(� 11, G INOTES / i'4' I. t.'0 1)Unbalanced floor live loads have been considered for this design. f N 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. r 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ,P 449639 1� L ' 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to o ti SS�ZbiSTV be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard ONAL— �<\' PRoF� 74GlN4\\2Y `r 87022PE r" N -7 --0i,OR EG O Oo Ozi �'�SMB E F3 �'`�1' A HE¢ EXPIRES:06/30/2015 April 22,2014 1 ®whit r13-Ve Sy design p susn)emrs a„d RED 1,,f_-atS 07/7925 AND ImatifIL,MITEK REFFR£MrE PAGE MU:473: z.1,'25/2014BFMtUSE1/111 Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. ` Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the ��@ (i,, erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek - fabrication,quality controL storage,delivery,erection and bracing,consult ANSI/1P11 Quakty 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 rf Southern Pine/SP]!umber it specified,the design values are these effective 06/01/2013 by ABC Job Truss Truss Type Qty Ply 50 R41832560 PL 14-92_U P F10 FLOOR 5 1 ,Job Referencejoptional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:22 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-K1 f0QAMIAZSkPz80VjG6522FQFHaFeKG2OVP1 dzOQSd I 1-10-12 I I 1-9-11 I I 2-6-0 H 1 1-2-0 I I 1-0-5 I Scale=1:29.4 1.5x3 II 4x10 = 1,5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 e • o e o a Iiiiii 2 _110. — %4414144.11.- -ilgg°°°°°°°°°— - _z,- e- ee a e e e -6 16 15 14 13 12 11 10 4x5= 3x4 II 3x10= 3x6= 1,5x3 II 3x4= 3x4=- I I 2-1-12 I 16-10-12 I 2-1-12 14-9-0 Plate Offsets(X,Y): 16:0-1-8,Edge],(11:0-1-8,Edge],[16:Edge,0-1-8) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.35 Vert(LL) -0.12 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.44 Vert(TL) -0.18 12-13 >978 360 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.01 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:78 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) 15=1642/0-5-8 (min.0-1-8),16=701/Mechanical,10=533/Mechanical Max Uplift 16—764(LC 4) Max Gray 15=1642(LC 1),10=534(LC 4) ` -coNIo FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. OC. 4�'Zj WASii TOP CHORD 2-3=0/259,3-4=0/259,4-5=1534/0,5-6=-1534/0,6-7=-1423/0,7-8=1423/0 � 41Q_;71,CHORD 15-16=153010,14-15=153410,13-14=01885,12-13=011423,11-12=011423, ,fi , ' t ..1!' 10-11=0/1085iii r t" 1. N WEBS 7-11=-257/0,2-15=1613/0,2-16=0/1711,5-13=-252/0,4-13=0/701,4-14=-1231/0, 111 - .t 2-14=0/1449,8-10=-1171/0,8-11=0/549 NOTES ,p 4:_il'r 49639 .c) 4�1)Unbalanced floor live loads have been considered for this design. d\, jSR 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 764 lb uplift at joint 16. �')jONAI: C 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. 6)CAUTION,Do not erect truss backwards. �� t ) P R Qp . LOAD CASE(S) Standard 0AGlNEF,9 /,,9 870 2PE y ��j, OREGO rye <v '4�'�S BER 1V�P, G7 EXPIRES:06/3012015 April 22,2014 4 At' J4M-Verifydcaiga7aanwGrsa dP0 DPEIESGN7N,w.AMGTt'Ti0F0MITFKFEFEPENEPAGEMIT-1.73 mo 1/25/20039 =_tFt/SE • 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 1o.insurestability during construction is the responsibility of the �{ T erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding !Y1 1 k. fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 If S.outh-r_r e p ne SP)lumber is specified,the tirsign venues arethose effective OG/011201.3 by MSC Job Truss Truss Type Qty Ply 5D R41832561 PL14-92_UP F11 I Floor 2 1 Job Reference(optionall) _ Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:40:23 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-oDDmeWNwxtab 17j C3RnLeFaSbfgs_F2QG2EzZ3zOQ Sc 2-6-0 10-5-10 I I 1-2-0 I I 1-6-14 I Scale=1:16.4 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 J e e• e 0 0 N ' N E e e e e e - 3x4= 1 9 8 3x4= 3x4= 3x4 = I 3-1-2 31-10 3-9-10 1 4-4-10 4 8-8-8 I 3-1-2 o-1- 0-7-0 0-7-0 0-1- 4-2-6 Plate Offsets(X,Y): j8:0-1-8,Edae1,[9:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 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 1BC2012/TPI2007 (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(lb)or less except when shown. ocoNIO TOP CHORD 2-3=-761/0,3-4=761/0,4-5=-761/0 4 Vis, BOT CHORD 9-10=0/701,8-9=0/761,7-8=0/682 o' WAS.itif VI,' WEBS 2-10=-757/0,2-9=-28/290,5-7=737/0 ��{, �...`r C� ek NOTES ^ c,;"' (4--_,- r-, �. 5 1)Unbalanced floor live loads have been considered for this design. . c> I 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/TPI 1. r;oTr 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 �,J ' 49639 , 4' be attached to walls at their outer ends or restrained by other means. t7oGISgti LOAD CASE(S) Standard SS ONAL6 -\ �cD P R QF6c, 4 . 87022PE c 5. -0j� REG N ci3 4/ A HO; EXPIRES:06/30/2015 April 22,2014 / A WARNING-Ve<cit dc_ign pa me r_uoii READ 11:,ES 2`THIS AND I /2 i �•• _: ''�R�L':fG�7Ek'fcFFE�s;:tal"E PAGE MIT J.T3�c t•t�J2�zs 8��.4f USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. i+ Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the MiTek.erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/TPI1 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 If 5a utter re Pine)SP)lumber is specified.the design values are those effective O5/01/201.3 lsy A LS£ Job Truss Truss Type Qty Ply 5D R41832562 PL 14-92_U P F12 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon a 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:40:23 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-oDDmeWNwxtab17jC3RnLeFaOwfYW_AJQG2P773zOQSc 1 2-6-0 1 I 2-3-5 1 1 1-2-0 1 1 2-4-11 ) Scale=1:28.7 1,5x3 II 3x5= 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 O O d 9iiiiiiiiii b NiiiiiiN -: 001011 .— 14111111111111141104r - -011111 1111111111. _ e e .- e e e _ 11 12 11 10 A 3x4= 3x8= 3x4= 3x4 = 3x4= 10-8-13 11-5-5 1 10-0-5 10-�}13 11-3-13{1 16-5-8 I 10-0-5 0-i-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): [10:0-1-8,Edgel,[11:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 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 Incl 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(Ib)or less except when shown. -tONIO TOP CHORD 2-3=-2476/0,3-4=2476/0,4-5=2549/0,5-6=2549/0,6-7=-2549/0 114t1„ BOT CHORD 12-13=0/1527,11-12=0/2827,10-11=0/2549,9-10=0/1522 o' i�?WAS.1jf. 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 �‘ , 47 i.{e= NOTES c _,,, k: -2- 1)Unbalanced floor live loads have been considered for this design. ',7---,i 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. t r�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 49639 c) - 41 be attached to walls at their outer ends or restrained by other means. QQ -,,- LOAD CASE(S) Standard sS40NAL � Co NAOIN &N (Vo mac" 8 0 2PE , -7�`�'0>, OREGO N <C// 4 9 On b 8ER \\ \-\ EXPIRES:06/30/2015 April 22,2014 B a ®td'ARsNI.3-Ve-eydeign7:sou]e€zraa?_1 READ IT,,IFSOHTitLEANDThamaMITFKREFERE1KTPAGE MU7473,Ec1,125/201JBFF4Ff/SE 0..... 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 incure,stabilily during construction is the responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPI1 Quality Criteria,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 PinefSP)lumber is specified:,the design values are;hose effective 05/£51/20.13 lir ALSC Job Truss Truss Type Qty Ply 5D R41832563 PL14-92_UP F13 Floor 6 1 Job Reference jpptionaf) Pacific Lumber&Truss Co.. Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:24 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-GPn8rsNYIAiSeHIPd8laAT7Xn3vFjbjZVi_W5VzOQSb I 2-6-0 I 1 1-1-11 1 1 1-2-0 1 1 1-2-5 1 Scale=1:33.6 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 4x5 = 1.5x3 II 1 2 3 4 5 6 7 8 9 10 0 o e e_ 0/....Ililliel ■ N e e 1,►_ jjX�T 15 14 13 12 3x4 = 3x8= 3x6= 3x4= 4x4 = 3x4 = 14-8-11 15-5-3 I 14-0-3 14-1-111 1¢-3-111 1 19-3-0 14-0-3 0-i-8 0-7-0 3-9-13 0-7-0 0-1-8 Plate Offsets(X,Y): r12:0-1-8,Edoel,F13:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.62 Vert(LL) -0.35 13-14 >650 480 i MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.62 Vert(TL) -0.56 13-14 >413 360 BCLL 0.0 Rep Stress Ina YES WB 0.68 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:85 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 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) 16=841/0-4-4 (min.0-1-8),11=841/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. i.0N10 TOP CHORD 2-3=-3066/0,3-4=3066/0,4-5=3885/0,5-6=-3885/0,6-7=-2736/0,7-8=2736/0,8-9=-2736/0 BOT CHORD 15-16=0/1817,14-15=0/3736,13-14=0/3406,12-13=0/2736,11-12=0/1839 o o' WASljj. r WEBS 7-13=0/459,8-12= G 4 585/0,2-16=-1962/0,2-15=0/1347,4-15=-723/0,6-14=0/583,6-13=-940/0,9-11=1985/0, 4, i 9-12=0/1209Z �4`�- i c0 NOTES \ 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. 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 0� GR be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard CPS-101f9:Ar319_,�� s' D0.0 " PROp6,, 8 • 2PE , f i � 7 --�j�O R EGO r13 Q4U OOS41B E R 1N��\ A HE-C)' EXPIRES: 06/30/2015 April 22,2014 r i; it 1 r M t n 7P j ^a USE 1E11 _ 44.?ih'I:,�"i-4 e �r de_"fin rn.�nrc�r3 a;:�READ>�;;�S ON THIS AND;:,t�=r_.EL Mr REFERENT,�k��f77•,rT3,�a 1;Z�/�t�fi£��?tFt_�. 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 slabiliiv dining ccnsfn"rt,on is the resporuibillity of the rTek- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and 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 1f Southern Pine ASPJ lumber it specified.the design values are 1V hole effective OG/011201.3 by MSC Job Truss Truss Type Qty Ply 5D R41832564 PL14-92_UP F14 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 15:40:25 2014 Pags 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-kbKW3COATUgJGRtbAsppjgfleTHOS7RikMj3eyzOQSa I 2-0-0 I I 1-10-1 I I 1-2-0 I I 2-5-3 I Scale=1:21.0 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1 2 3 4 5 6 3x4= 7 • e e e o 0 0 N JI o e e e 121 11 10 9 8. ) 3x4= 3x5= 3x4= 1.5x3 II 3x4= I 8-2-9 18-9-9 19-4-9 I 12-0-12 I 8-2-9 0-7-0 0-7-0 2-8-3 Plate Offsets(X,Y): f6:0-1-8,Edgef,f10:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.14 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 Ina 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.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 12=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. y-ONTO / TOP CHORD 2-3=-1397/0,3-4=1397/0,4-5=1183/0,5-6=-1183/0 BOT CHORD 11-12=0/887,10-11=0/1518,9-10=0/1183,8-9=0/1183 o7 WAS&j�� WEBS 2-12=-994/0,2-11=0/571,4-10=-443/3,6-8=1277/0 G �, �.,„_.� C� `t, v � NOTES .1 ,it, f�4" t� 1)Unbalanced floor live loads have been considered for this design. \- N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. or 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 49539 4, be attached to walls at their outer ends or restrained by other means. O .1-- `0 T'LR-C) LOAD CASE(S) Standard '310NALV � -\<<' PRQF�sCo \AGINE , s vo `t. 87022PE 5. N ' N ��TFOREG N (1.,(2)O O�S $E R 1\�P� A N'ER EXPIRES:06/30/2015 April 22,2014 it B ®WMNTna-Verify des*pararnemrs.3rid READ WITS TES GN MS AND/CIAZED MITEK REFESEM_z PAGE MIT 7413 reg.1;125/.2014 BEM tiSE • Design void for use only with FAfFek connectors.This design is based only upon parameters shown,and is for an individual building component. lel 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+c 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 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine jSP)lumber is specified,the design values are those effective o6JO1/201.3 byAtSC Job Truss Truss Type Qty Ply 5D R41832565 PL 14-92_U P F15 Floor 5 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7 510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:40:25 2014 Page 1 ID:j7axr14OsHnThlyaUAczwOszX1 UY-kbKW3COATUgJGRtbAsppjgf lITGkS57ikMj3eyzOQSa I 2-6-0 1 I 2-0-15 I I 1-2-0 I Scale=1:24.8 4x4— 1.5x3 II 3x4 = 1.553 II 3x4 = 1.5x3 II 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 O4 O `e e o N / 9 N e- e -e - d e e .,p 13 12 11 10 3x4 = 3x6- 3x4 = 404— 304 = 10-6-7 11-2-15 I 9-9-15 9-11117 111-1-7 1 1 14-2-12 I 9-9-15 0-1-8 0-7-0 2-11-13 0-7-0 0-1-8 Plate Offsets(X,Y): [10:0-1-8,Edae),[11:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.69 Vert(LL) -0.18 11-12 >925 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.30 11-12 >565 360 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:64 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=620/Mechanical,9=620/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ,lQNIO TOP CHORD 2-3=-1996/0,3-4=1996/0,4-5=1633/0,5-6=-1633/0,6-7=-1633/0 BOT CHORD 12-13=0/1287,11-12=0/2106,10-11=0/1633,9-10=0/1335 oc2 1v WA$jfl WEBS 6-10=744/0,2-13=1389/0,2-12=0/765,4-11= C. 582/0,7-9=1441/0,7-10=0/948 ' PDQ, 4'• 's NOTES j' f " G1, N 1)Unbalanced floor live loads have been considered for this design. ',.- j 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. f 07 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 49639 J ,� 9 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 0,�� 4 -_ I�. 4 be attached to walls at their outer ends or restrained by other means. �" LOAD CASE(S) Standard �SIONAL � ,N., �NGINEFR /�'V 87022PE \---- // 'C>, OREGON f�O O0 41BER 1'\�Q . LI A NER EXPIRES:06/30/2015 April 22,2014 a WARNTMS-Vc ty rte lgis,Sacasw ors a j REM M2 TES GN 7711E ANC rmaur:-ED MITEK REFERENCE PAGE MIT 7413 m c 1/2lt/2014 BE-ME liel 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 cocstr.crian;s 11,e resporsibiliiiy of it o MiTek. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.for general guidance regarding fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TPI1 Quardy 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 54,iiti,ero Pine(SP)I-um:ber is SfketifiA.<i..tire Sl-euier Yalu x art those eilfective 06101(2013 byALSC Job Truss Truss Type Qty Ply 5D R41832566 PL14-92_UP FG1 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.519 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:40:26 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-CouuGXPoEoy9uaSnkZL2FuC?ftj_BenszOTdAOzOQSZ 1-4-12 I 1-4-0 1 1.5x3 II 2 3x4 = 3 1.5x3 II Scale=1:8.7 0 N i .1 5 4 3x4 = 3x4 = I 2-11-12 I 2-11-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft lid 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 IBC2012/TP12007 (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 puriins, 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 010N10 zp NOTES Oc" OV WASH/. 1)Refer to girder(s)for truss to truss connections. Cr �‘{; �.,5. �'� 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. z G 6 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 y`�j' !, f V.' ,y; N be attached to walls at their outer ends or restrained by other means. \---7 I 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. ;:_er' 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ' + 49639 4 GIS LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 SL. SIONA G Uniform Loads(pit) Vert:4-5=-10,1-3=-100 Concentrated Loads(Ib) Vert:2-188(F) ��p P R QF-e0 tics ��,�GiNEF9 V0, `� 87022PE N y�`'`�i`QREG•N ti,O EXPIRES:06/30/2015 April 22,2014 t a Ih rRNI.`#;-Ve.-//'y design-urnme rs./READ N,<as ON TICE AND ThatiDED WTTE'f'REFERENCE PAGE MIT 7 473 mL I/25120I4 BE. EUSE ...! 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 I MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TPIl Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Sheet.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Sauthern Rinei,SPi lumber it specified,the design values ace these effective W01/201.4 by MSL" Job Truss Truss Type Qty Ply 5D R41832567 PL 14-92_U P FG Floor Girder 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:26 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-CouuGXPoEoy9uaSnkZL2FuCyuth?BcTszOTdAOzOQSZ 1-6-0 I 1-5-10 I I 1-2-0 1 I 1-4-14 I 2-6-0 I Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4 = 11 3 4 53x4 = 6 e e .e e __Z — 0 0 A N e e e e e - 3x4 = 10 9 8 3x4= 3x4 = 3x4=- I I 3-2-10 13-9-10 14-4-10 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,[9:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 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 IBC2012/TP12007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=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. y"ONTO F 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 o'' 00 WAS-1/ WEBS 2-10=804/0,2-9=0/327,5-7=-833/0,5-8=0/303 C. �-,, , .� C NOTES vj f .,, k'" 1-- 6 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. rgor 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ,P 4, 49639 c 4, be attached to walls at their outer ends or restrained by other means. 0 -kt , TE 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. �8/01VALV � 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 + [} P R Qp Uniform Loads(plf) <<' �' Vert 7-10=-8,1-6=-80 �Co �NOI NEtcq Se, Concentrated Loads(Ib) �� ji� Vert:11=-169(B) 87422PE (-- (\/N 7 '0),OOREGO �o O2V 0,--) 41BER '`\\-\'?'" v CN LI A H - ' EXPIRES:06/30/2015 April 22,2014 r _ A vp.Rsy/f Veriey design pa ame rs;i READ SN 11 AM)I '1i=IED M 7i:K REFERENCE PAGE MIT 7 473 rex 1'29/20'iJ.MIRE 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 insuresiahilYy during consfruclica is the responsih?lity of the MIT@k- erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and bracing.consult ANSI/TPI1 QuaBly Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Iniormafion available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern Pine(SP)lumber is spec We.d,the design values arethas.e effective 06/01/2013 try ALSC Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property a offsets are indicated. (Drawings not to scale) Damage or Personal Injury • MEIDimensions are in ft-in-sixteenths. iimAk 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 01 2. Truss bracing must be designed by aln engineer.For '/16 4 wide truss spacing,individual lateral braces themselves o WEBS may require bracing,or alternative Tor I O ., p bracing should be considered. 1_ = 3. Never exceed the design loading shown and never U O= stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 c�7 C5-6 1— designer,erection supervisor,property owner and plates 0-'na from outside BOTTOM CHORDS all other interested parties. `, edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that �� Indicated by symbol shown and/or SYP values as published specified. bytext in the bracingIbsection of the representsbAWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. *II Allk Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. 'IMMEr reaction section indicates jointnamiN II II. IAN 17.Install and load verticallyunless indicated otherwise. number where bearings occur. Min size shown is for crushing only. o, 18III .Use of green or treated lumber may pose unacceptable 1...7.--,1 environmental,health or performance risks.Consult with Industry Standards: ANSI/TPII: National Design Specification for Metal project engineer before use. 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. a is not sufficient. Ike BCSI: BuildingComponent SafetyInformation, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate . Connected Wood Trusses. MiTek Engineering Reference Sheet:Ml1-7473 rev.01/29/2013 ❑X CONFORMS TO DESIGN CONCEPT r r CONFORMS CONCEPT WITH CONFORMS TO DESIGN CONCEPT REVISIONS NOTEDTODESIGN ❑ O NON-CONFORMING-REVISE&RESUBMIT CONFORMS TO DESIGN CONCEPT L,ITH ,HIS:a:::i'TMJSK:i HAS M.R.i:4,iWA>..,1:1:::PA 1:.:1,..G.z 01-#7 REVISIONS AS SHOWN WU it 1 ti!.!! CiokEPT .1., kW :,IRS W.� IMEIN[ lY.; FasAX;.A?C!:\-bvA OF rE.S-P N.Ill FOR CrAFO 1. 14,Z.< ❑ NON-CONFtORMI G-REVISE AND RESUBMIT DR..."..vE—:FKAII.3.Al-E;MT AILS CA.E;,ALL OF WiE.NAYS Ev Alexia Fukui Data 9/22/14 THIS SHOPDRAWING HAsR:_. REVIEWED FOR GENERAL CO''CRM_C _ MILBRANDT ARCHITECTS WITH THE DESIGN CDIICEPT D? Y Af�NOT RELIEVE THE FABRICATOF;ENVOR OF REST:{SIE R CONFORUAKE WITH THE DESIGN O;,,NOS ..SPECIFICATIONS ALL OF WHICH HAVE PRIORITY IR'' r N OVER THI+;.OP r; -INC. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. i 4> B. T .'. Cat?:September 19.2014 - - , P 4 2 a <G I NC s �"`T CJ —111 UrnImo' 41 1l _- .211 CJ2 IC. /AI Cm _ ___,,, QM/ Q CS 6:12 MC__C® C.16 3 C,n i / CJs CJ 1 - AMIE L10 4 'IM gkrili. 14- 4 - Wrll1.11.. : ca * ca G U �1 x:12 n r CJ 112 ^ 6 12 6) 6:12 CJ5 1 MI CJ —❑ X0:1. Illtalil (3) ^' ': C mow. 1 21E-.. �LI� , = irm 1(2) Ail i • . r., 44 iti B� ,t� ' N 31 1 1 GARAGE RIGHT 11'-8' 11'-711? 40'-0' ©Copyright CompuTrus Inc.2006 T BUILDER: ISSUE DATE ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/31/14 PLACEMENTNLY REFER TO TRUSS CAL�LATIONSAND ENGINEERED STRUCTURAL �S PROJECT TITLE.' REVISION-1. DRAWINGS FOR ALL FURTHER crifi PLAN 5-D COFFER INFORMATION.BUILDING INFORMATION. ILOF RECORD [` PLAN: DRAWN BY:JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 5 / D-D CHECKED BY: DESIGNER/ENGINEER EVIEW AND APPROVE OF ALLRECORD TO RQTR [ c0 M p A N'f DELIVERY LOCATION: SCALE: REVISION-3: DESICNS PRIOR TO CONS I-RUCTION. iJC J 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific lumber and Truss. 0 CONFORMS TO DESIGN CONCEPT CONFORMS TO DESIGN CONCEPT 0 RECONFORMS ONS TDTEOSIGN CONCEPT WITH ©NON-CONFORMING-REV15E6RESU$G4R ❑ CONFORMS TO DESIGN CONCEPT WITH ni.S'.Il tei W fb WAY.FA BEAN fORW. E 3 .w�w" REVISIONS AS SHOWN p..,,, -0.^F FEa ':;Sk P. NR,, !A'4 naIN, -=x.V.�FEa=�crw.,,APRE, 1 A.- ,P.,.W„I E NON-CONFORMING-REVISE,A,ND RESUBMIT 5y Alexia Fukul Data 9/22/14 1 THIS SHOP DRAWING^AS KEN REVTEKED FOR GENERAL CONFORAANCE MILBRANDT ARCHITECTS 1 WITH THE OESI"A CONCEPT ONLY AND DOES NOT RELIEVE THE N FABRICATOR/VENDOR OF RESPONSIBILITY FOR.CONFORMANCE.WITH THE DESTGti+j.A*IR..Niu SFECTFTr.-TONS ALL OF WHICH HAVE'PRIORITY Cl) Cl) OVER I S:�;...AWING, r, ACTOR SHALL VERIFY ALL DIIWNSIONS. dd• aton Date:September 19,2014 1 T :I EER. G INC I \ I . i E 1 I-. , . I 1 1 CJ _ 1 . CJ1 • CJ2 I I Fr CJ21 CJ3 - . I ;% �CJ3 . , . ! , .. , r CJ5 . .., = 1 � .._. , 6:12 v A../..CJ6 -_ v 1 __ CJ6 CJ7 — �, 3 I - CJ7 CJ8 ,� CJS . CJ9 _.� 1 _. CJ9 CJ10 CJ 10 4 CJ11 b �_ _ CJ 11 CJ10 �. — CJ 10• 4 iio ti e --- N Ch Z7) 2 9 CJ9 _ : CJ ca _ isoCJ8 z U . 10:1 v'' CJ7 ,___, 3 , . . . _ CJ6 — 10 12 6:12 CJ 12 (5) CJ5 I u I . . 11111 CJ 13 CJ15 (t► w, t Hu , CJ14 HGUS2� � CJ 16 ,� I�J 1 D:1 .• HGUS26-2 CJ 17 —� .,_ e 10:12 �� . - r -- 12 — -- ;, II I I I\ A I�I' .•P ASJ 1 0%. / I '1'— 1 1/2r I :\q,, I I _ I I kiiii . I\ — •. ,111-11 1/2 �� ihr - t 0 _) -) _ -i 7 GARAGE LEFT m m m m 19'-81/2” 11'-7 1/2' 11'$" BERING WALL 40'-0" ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/31/14 PLACEMENT NLY.REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL I■ l PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER PLAN 5-D COFFER DESIONSIBLEF NEEROFR CORD RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY. JP REVISION-2: TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER OF RECORD TO 5 / D-D CHECKED BY: REVIEW AND APPROVE OF ALL lit TRUSS COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. 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 TPIIWTCA 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). ( r 1 IIII ON This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 11-07-08 HIP SETBACK 2-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR 11-07-08 GIRDER SUPPORTING 43-09-00 FROM 7-00-00 TO 11-04-08 1- 2=( 0) 72 2- 9=( -598) 2906 9- 3=( -572) 2674 13- 7=(-974) 4430 BC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-4068) 864 9.10=(-1382) 6446 9- 4=(-4418) 994 WEBS: 2x4 KDDF STAND 3- 4=(-2906) 618 10-11=(-2326) 10538 4-10=( -552) 2538 LOADING 4- 5=(-6996) 1538 11-12=(-2326) 10538 10- 5=(-4306) 998 TC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) 5- 6=(-9246) 2080 12.13=(-1910) 8634 11- 5=( -718) 3206 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 2'- 0.0" V 6- 7=(-4800) 1090 13- 8=(-1054) 4800 5-12=(-2114) 342 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 2'- 0.0' TO 9'- 7.5" V 7- 8=(-6686) 1490 12- 6=( -612) 2824 IC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 9'- 7.5" TO 11'- 7.5" V 6-13=(-4768) 1062 NOTE: 2x4 BRACING AT 24"OC UON. FOR BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 11'- 7.5" V ALL FLAT TOP CHORD AREAS NOT SHEATHED BC UNIF LL( 521.9)+DL( 354.9)= 876.8 PLF 7'- 0.0" TO 11'- 4.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA - LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC CONC LL( 16,7)+DL( 4,7)= 21.3 LBS @ 2'- 0.0" 0'- 0.0" -682/ 3075V -34/ 41H 5.50" 4.92 KDDF ( 625) OVERHANGS: 12.0" 0.0" TC CONC LL( 16,7)+DL( 4.7)c 21.3 LBS @ 9'- 7.5" 11'- 7.5" -1228/ 5488V 0/ OH 5.50" 8.78 KDDF ( 625) ADDL: BC CONC LL+DL= 3584.0 LBS @ 6'- 0.0" Connector plate prefix designators: �CONO. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 2 ) complete trusses required. MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.1D0" ( pBOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD, TOP MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" Join together 2 ply with 3"x.131 DIA GUN nails staggered at: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.060" @ 5'- 9.8' Allowed = 0.535" MAX TL CREEP DEFL = -0.178" @ 5'- 9.8" Allowed = 0.714" 9" oc in 1 row(s) throughout 2x4 top chords, **HANGER BY OTHERS TO APPLY 5" oc in 2 rows) throughout 2x6 bottom chords, CONC. LOAD(S) EQUALLY TO ALL MEMBERS. MAX HORIZ, LL DEFL = -0.015" @ 11'- 2.0" 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. TL DEFL = 0.033" @ 11'- 2.0" 1-11-11 7-08-02 1 11-11 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 1-11-11 1-07-08 2-02-09 2-02-09 1-07-08 1-11-11-11 Design conforms to main windforce-resisting 12 21.30# T 21.30# 12 system and components and cladding criteria. 10,00 7 N10.00 Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.8, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads M-4x6 M-5x8 in the plane of the truss only. M-3x8 M-4x10 M-3x8 4 5 6 40P_______________,,,,,k - iT ., ,N M-5x10 .114*ak -`- `n�- �*� I `nom I I o o - 9 10 11 12 13 8 a M-5x10 M-3x8 M-3x8 M-3x8 M-5x6 M-7x8 3584# y y (' > J, y 1-09-14 2-00-13 1-11-01 1-11-01 2-00-13 1-09-14 y ), 1-00 11-07-08 JOB NAME : POLYGON PLAN 5-D NH - AH1 �<��'�\�wN��fion Scale: 0.4231 � v7/5/rr (� 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 =92 d P E Truss: AH 1 and Warnings before construction commences. building component.Applicability of design parameters and proper .'y 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 2.Design assumes the top and bottom chords to be laterally braced at j DES. BY' L J 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o-c.respectively unless braced throughout their length by �+ � +R1110111P • s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / - DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON /�,�"" 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. $� n4,/ SEQ. : 60512 99 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� 2q 1 O\�' A, T design loads be applied to any component. and are for"dry condition"of use. ! 1 4 0 �'•}- TRAN S I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6. and assumes full bearing at all supports shown,Shim or wedge If necessary. MSP R y5 r fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 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 11111111111111111111111111111111111TPI/VVTCA 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(MMA) EXPIRES:12/31/2015 III III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-64) 38 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: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -68/ 301V -23/ 81H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -32/ 28V 0/ OH 5.50" 0.04 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -24/ 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 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -1'- 0,0" Allowed = 0.100" 1-11 11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" T f MAX TC PANEL TL DEFL = -0,002" @ 1'- 2.9" Allowed = 0.196" 12 MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9" 10.00 V MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" NOTE:Design assumes moisture content does not exceed 19°s at time of manufacture. Design conforms to main windforce-resisting ---/ system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=4,2,BCDL=6.0, ASCE 7.10, /IL (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. a 0 N CO 0 O 0Y-. 110. 111 411111.- II M-3x4 y )- 1-00 2-00 'PROVIDE FULL BEARING;Jts:2,4,31 RO JOB NAME : POLYGON PLAN 5-D NH - AJ1 ��a��F�ss` Scale: 0.6772 f\ V7/5/!r o� 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 =92 1 0 P E Truss: AJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown v. incorporation of component is the responsibility of the building designer. '�. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced atAil,' DES. BY: LJ 2'o.c.and at 10'o.c,respectively unless braced throughout their length by I�"^ s the responsibility of the erector.Additional permanent bracing of ,,d :•- continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ it OREGON /� 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. '� A_ ;(/ SEQ. : 6051300 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, L2 �l� Q� T design loads be applied to any component. and are for"dry condition"of use. h 14 2 �- TRANS 1 D: 407 540 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 l fabrication,handling,shipment and installation of components. necessary. 4,/''SR n`} 7.Design assumes adequate drainage is provided. r ll_-- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III I I II Illi III I III III III TPINYTCA in BCSI,copies of which will be furnished upon request, lines coincidewith joint center lines. 9.Digits indicate size of plate in inches. 10. f MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:S;12i31tt20 111 1 I I I 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 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-96) 73 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 322V -44/ 132H 5.50" 0.52 KDDF ( 625) 1'- 9.2' -10/ 63V 0/ OH 5.50" 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -68/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 12 MAX BC PANEL LL DEFL = 0.002' @ 1'- 0.1" Allowed = 0.054" 10.00 7 MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed 0.072" I MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" ' MAX HORIZ, TL DEFL = -0,001" @ 3'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=20,9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. co 0 o ►.t 41110,-- 1 M-3x4 y ), y 1-00 2-00 1-11-11 'PROVIDE FULL BEARING;Jts:2,4,31 R JOB NAME : POLYGON PLAN 5-D NH - AJ2 �'�"�� pN 4FfiSsi Scale: 0.6371 ,ct '7/5 f/r ,(� WARNINGS: GENERAL NOTES,unless otherwise noted: ( p 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual `� ;92l O f E Truss: AJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 1, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: U 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r �I "" Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). A.+, a, CC DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON £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. '37G <0 SEQ. : 60513 01 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 O� design loads be applied to any component, and are for"dry condition"of use. O 1 4 2 Q- TRANSI D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing u all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. XPO necessary. /��n t` 7.Design assumes adequate drainage is Provided. Fi l k 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 VIII 11E3 ill im I ii TPINVTCA 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:12/31/2015 II IIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 8.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-138) 101 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -27/ 313V -63/ 178H 5.50" 0.50 KDDF ( 625) 1'- 9.2" -55/ 142V 0/ OH 5.50" 0.23 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 8.7" -99/ 146V 0/ OH 1.50" 0.23 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1 MAX BC PANEL LL DEFL = 0.005" @ 1'• 0.1" Allowed •= 0.054" MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 5'- 7.9" 12 fr MAX HORIZ. TL DEFL = -0.001" @ 5'- 7.9" 10.00V NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Cload duration factor=l,6, N Truss designed for wind loads CD in the plane of the truss only. in co r,,,_ v o,,-- 00304►�� -/ M-3x4 ) > ) ) 1-00 2-00 3-08-11 1PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME : POLYGON PLAN 5-D NH - AJ3 5�c ��PN OF�`si Scale: 0.5270 C. ' 151/4ro C� WARNINGS: GENERAL NOTES,unless otherwise noted: /h` 7' �E 1,,. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual =a2 S O P Truss: AJ3 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. . 40111"3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,00141.0,' 4 s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 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. 37" A OREGON (1,/ SEQ. : 6051302 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- "1,-, \�` iA design loads be applied to any component. and are for"dry condition"of use. �Q7 1 4 2© �"C- TRANSI D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. R 1 5 7.Design assumes adequate drainage is provided. t 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 III I I II I I I VIII I I II I II III TPINVTCA 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:12/31/20 15 1101 I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-64) 38 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -68/ 301V -23/ 81H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -32/ 28V 0/ OH 5.50" 0.04 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -24/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) C,CN,CI8,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. �COND. 2: Desi!n checked for net -5 isf urlift at 24 "oc socing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -1'- 0.0' Allowed = 0.100" 1 11 11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0,133" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" 1' 1 MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0,196" 12 MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9" 10.00 V MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9' NOTE:Design assumes moisture content does not exceed 19% at time of manufa:ture. Design conforms to main windforce-resisting system and components and cladding criteria, Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFiiS(Dir), load duration factor=1.6, Truss designed for wind loads co o in the plane of the truss only. 0 Q N 0-). -4- c.) Oj CD' 11110 . ►�� 4►�� M-3x4 y )- 1-00 2-00 !PROVIDE FULL BEARING;Jts:2,4,31 R JOB NAME ! POLYGON PLAN 5-D NH - ASJ1 �,-,;(. �0+N ��5�i Scale: 0.6772 <&\'' � ' -'7/5//r (� WARNINGS: GENERAL NOTES, unless otherwise noted: • ccT,. 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 =l72QQ P C. Truss: ASJ 1 and Warnings before construction commences, building component.Applicability of design parameters and proper A1141111"' ' 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. - 2.Design assumes the top and bottom chords to be laterally braced at DES. B�': LJ 3.Additional temporary bracing to insure stability during construction 2'o.c.and a[10'o.c.respectively unless braced throughout their length by �`r s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / . DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 111/ 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 [4, SE Q. : 6051304 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, -,7 ©>t�` ,, 77- design loads be applied to any component. and are for"dry condition"of use. h 1 Z p'�» TRANS1 0: 407540 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 (t�T fabrication,handling,shipment and installation of components. necessary. 41�R n t` 7.Design assumes adequate drainage is provided. R t 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 , 111100 VIII VIII VIII 01101111111TPI/VVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. 10. c MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/3112015 III I I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 19-11-08 HIP SETBACK 4-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR 19-11-08 GIRDER SUPPORTING 43-09-00 FROM 0-00-00 TO 14-11-08 1- 2=(-4208) 990 1.12=( -700) 3012 12- 2=( -652) 2762 17- 8=(-2250) 562 BC: 2x6 KDDF #13BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-3012) 732 12.13=(-1126) 4566 12- 3=(-1854) 526 18- 8=(-1012) 4520 WEBS: 2x4 KDDF STAND; 3- 4=(-4726) 1198 13-14=1 -674) 2628 3-13=( -126) 758 8-19=(-3756) 864 2x6 KDDF #2 A LOADING 4- 5=( -996) 4070 14-15=( -698) 2738 13- 4=( -562) 2454 19- 9=( -714) 3114 LL = 25 PSF Ground Snow (Pg) 5- 6=(-1000) 4076 15-16=( -580) 2416 14- 4=( -368) 1860 IC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 4'- 0.0" V 6- 7=(-5838) 1502 16-17=( -528) 2170 4-15=(-7398) 1894 BC LATERAL. SUPPORT <= 12"OC. UON. TC UNIF LL( 75.0)+DL( 21.0)= 96.0 PLF 4'- 0.0" TO 15'- 11.5" V 7. 8=(-4484) 1176 17-18=(-1390) 5802 15- 5=( -740) 282 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 15'- 11.5" TO 19'• 11.5" V 8- 9=(-3932) 1020 18.19=(-1390) 5802 15- 6=(-8356) 2104 BC UNIF LL( 0.0)+DL( 30.0)= 30.0 PLF 0'- 0.0" TO 19'- 11.5" V 9-10=(-5328) 1322 19-10=( -908) 3932 16- 6=( -128) 754 NOTE: 2x4 BRACING AT 24"OC UON. FOR BC UNIF LL( 521,9)+DL( 354.9)= 876.8 PLF 0'- 0.0" TO 14'- 11.5" V 10-11=( 0) 72 6-17=( -678) 2882 ALL FLAT TOP CHORD AREAS NOT SHEATHED 17- 7=( -714) 3176 TC CONC LL( 100.0)+DL( 28.0)= 128.0 LBS @ 4'- 0.0" TC CONC LL( 100.0)+DL( 28.0)= 128.0 LBS @ 15'- 11.5" BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 0.0" 12.0" ADDL: BC CONC LL+DL= 3584.0 LBS @ 13'- 11.5" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -912/ 3929V -83/ 74H 5.50" 6.29 KDCF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 7.3" -2972/ 11613V 0/ OH 3.50" 7.82 KDDF (1485) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 19'- 11.5" -934/ 3796V 0/ OH 5.50" 6,07 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP [COND. 2: Design ( psf) upliftspacing.' ( 2 complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, checked for net(-5 sf at 24 'oc s acin Join together 2 ply with 3"x.131 DIA GUN VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 nails staggered at: **HANGER BY OTHERS TO APPLY MAX LL DEFL = •0.032" @ 4'- 1.6" Allowed = 0.400" 9" oc in 1 row(s) throughout 2x4 top chords, MAX TL CREEP DEFL = -0,062" @ 4'- 1"6" Allowed = 0.533" 5' oc in 2 row(s) throughout 2x6 bottom chords, CONC. LOAD(S) EQUALLY TO ALL MEMBERS. MAX LL DEFL 0.036" @ 14'- 1.5" Allowed = 0.537" 9" oc in 1 rows) throughout 2x4 webs, MAX TL CREEP DEFL = -0.100" @ 14'- 1.5" Allowed = 0.717" 9" oc in 2 row(s) throughout 2x6 webs. MAX LL DEFL = -0.001" @ 20'- 11.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ 20'- 11.5" Allowed = 0.133" 1-11-11 7-10-05 2-05-03 3-08-10 3-11-11 T f f f f - - ,1 MAX HORIZ. LL DEFL = -0.009" @ 19'- 6.0" 1-11-11 1-10-07 2-05-07 2-03-11 0-11-04 2-06-14 2-00-02 2-00-02 3-09-14 MAX HORIZ. TL DEFL = 0.020" @ 19'- 6.0" f f 4128# 'f ' ' f f �fi128# f NOTE:Design assumes moisture content does 12 12 12 not exceed 19% at time of manufacture. 10.00 V 10.00 V N 10.00 Design conforms to main windforce-resisting M-4x6 M-4x6 system and components and cladding criteria. 7 M-4x8 Wind: 140 mph, h=20.9ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, 8 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-4x6 M-5x16 Truss designed for wind loads M-5x11 M-3x4 M-5x12 M-1.5x3 in the plane of the truss only. 3 4 5 �D Atm co jA r co mn o � 1 1 :4-f-:4-f- ® � _ ` `n in� I 1 o 1 - 12 13 14 115 16 v 17 18 19 -14N4441 o M-5x8 M-4x6 M-3x6 M-1.5x3 M-7x8 M-4x8 M-3x6 M-5x10 j, y y r M-8x14 y y f + 584# J, )- 1-09-14 1-09-14 2-03-11 2-01-15 2-03-11 1-01 2-03-06 2-01-14 2-00-02 3-09-14 I y y 8-04-08 0-05-08 11-01-08 1-00 L y y ";. , : ,: ,_• • t 19-11-08 1-00 JOB NAME : POLYGON P! ILAN 5-D NH BH1 Scale: 0.2765 ��,� �'` r15�1 `/32 WARNINGS: GENERAL NOTES,unless otherwise noted: ' 17 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4. ^92,1.,01 E 1-- II Truss: BH1 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. ^x, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by �M`r ' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). •'- > �`` It DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ QREGUN �[" 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. tri SEQ. : 60513 05 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 �'\` design loads be applied to any component. and are for"dry condition'of use. 6. , 1 4 2- �,� TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. / 7 l R ` .Design assumes adequate drainage is Provided. �+ 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 VIII I II II 10I III II II I III TPINYTCA 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 2/31/2015 II I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-67) 43 TC LATERAL SUPPORT <= 12"OC, UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -52/ 294V -23/ 81H 5.50" 0.47 KDDF ( 625) 1'- 10.9' -73/ 68V 0/ OH 1.50" 0.11 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 33V 0/ OH 5.50" 0.05 KDDF ( 625) C,CN,CI8;CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. �QDND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0,100" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0,133" MAX LL DEFL = 0.000' @ 0'- 0,0" Allowed = 0.078" MAX TC PANEL LL DEFL = 0.003" @ 1'- 3.7' Allowed 0,131" 12 MAX BC PANEL TL DEFL = 0.003" @ 1'- 7.7" Allowed = 0.206' MAX BC PANEL TL DEFL = -0.005" @ 1'- 12,0' Allowed = 0.206' 10.00 V MAX HORIZ. LL DEFL = •0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting ' system and components and cladding criteria. �� Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, rn (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), CD load duration factor=l.6, CD Truss designed for wind loads c) in the plane of the truss only. GV MrO O� ►�� ►��4 M-3x4 ; y y 1-00 4-00 PROVIDE FULL BEARING;Jts:2,3,41 JOB NAME : POLYGON PLAN 5-D NH - BJ1 5� ��INo,��s, Scale: 0.6882 ��, (��/5/i� �� WARNINGS: GENERAL NOTES,unless otherwise noted: n t 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ^92 0 0 t-E Ailie Truss: BJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. -� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by .. s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ..'" r t DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ CC f-r GVN 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor, 1 7 4, SEQ. : 6051306 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/ �q Q��` 4� design loads be applied to any component, and are for"dry condition"of use. h / 14 t- TRANSI D: 407 540 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 (�P'Y fabrication,handling,shipment and installation of components. necessary. /� R 4 v 7.Design assumes adequate drainage is Provided. 4- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII I II III II 0111 I 1101 lD I III TPI/Wl 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 II I1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DCF,Cq=1,00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. 2-3=(-95) 77 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 BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -35/ 332V -44/ 132H 5.50" 0.53 KDDF ( 625) 3'- 9.2" 0/ 49V 0/ OH 5.50" 0.08 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -68/ 106V 0/ OH 1.50" 0.17 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. �CDND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.042" @ 2'- 5.3" Allowed = 0.305" 3-11-11 MAX TC PANEL TL DEFL = 0.039" @ 2'- 5.3" Allowed = 0.458' T T MAX HORIZ, LL DEFL = -0.001" @ 3'- 10.9" 12 MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" 10.00 V NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. (' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.9ft, 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 in the plane of the truss only. 00CD CO C, v CD 1111011 4►�1 -/ M-3x4 y y y 1-00 4-00 (PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME : POLYGON PLAN 5-D NH - BJ2 5<��IRN�F S�� Scale: 0.5824 c` `,''1, //r ,� WARNINGS: GENERAL NOTES,unless otherwise noted: 7 7' y �1, BJ2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 9 Q0 r E Truss: BJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 2.Design assumes the top and bottom chords to be laterally braced at ', 3.Additional temporary bracing to Insure stability during construction 2'o.c,and at 10'o.c,respectively unless braced throughout their length by `', Off' DES. BY: LJ s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). > ` DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON Q 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. � la t(/ SEQ. : 6051307 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, Lf ' q, Q\ A` k, design loads be applied to any component. and are for"dry condition"of use. 4 14 2 ,..,1S50- necessary.TRANSS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if V. fabrication,handling,shipment and installation of components. necessary. M//R i` 7.Design assumes adequate drainage is provided. t--1 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 I 1101 I II II I 1111 I III 1111TPI/WTCA in BCSI,copies of which will be furnished upon request. lines co dicot 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 110 I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 8.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF til&BTA SPACED 24.0" O.C. 2.3=(-205) 171 3-4=( -58) 25 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) 0'- 0.0' -16/ 314V -64/ 179H 5.50" 0.50 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 8.2" -139/ 216V 0/ OH 1.50" 0.28 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 3'- 9.2" 0/ 42V 0/ OH 5.50" 0.07 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 8.9" -30/ 48V 0/ OH 1.50" 0.08 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. 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/18G -} 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 = 0.009" @ 1'- 10.0' Allowed = 0.286" 12 6 MAX TC PANEL TL DEFL = -0.008" @ 1'- 11.4" Allowed = 0.428' 10.00 V MAX HORIZ. LL DEFL = -0.002" @ 5'- 8.2" MAX HORIZ. TL DEFL = -0.002" @ 5'- 8.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting I system and components and cladding criteria. � o Wind: 140 mph, h=21,6ft, TCDL=4.2,BCDL=6"0, ASCE 7-10, cu (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), O load duration factor=1.6, Lel Truss designed for wind loads in the plane of the truss only. Cr) i O 1 M-3x4 J, J., ,, y 1-00 4-00 1-08-15 'PROVIDE FULL BEARING:Jts:2,5,3,41 JOB NAME : POLYGON PLAN 5-D NH - BJ3 �,��,��`� pN�fi�ss, Scale: 0.5270 ? ' '/5//r �� WARNINGS: GENERAL NOTES,unless otherwise noted: 92a r 1.- 171 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 Truss: 13,13 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. Ale -A 2. Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction -. DES. B Y: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c,respectively unless braced throughout their length by y - continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). t rt DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ QRGGON � ' 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "7 4- [Q., SEQ. : 6051308 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� 'aJn 1' O\''` • design loads be applied to any component. and are for"dry condition"of use. 4 -T 1 Z ��- TRANS I D: 407 540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. `14.*R R 1�L fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss.and placed so their center 1111111 111 II I 1111 11111 1 III I 1 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.ICompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 VIII DI This design prepared from computer ii•put by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-48) 41 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. TO LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -13/ 98V -18/ 42H 5.50" 0.16 KDDF ( 625) Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 1'- 9.2" 0/ 25V 0/ OH 5.50" 0.04 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 1'- 11.7" -39/ 51V 0/ OH 1.50" 0.08 KDDF ( 625) M,M2OHS,MI8HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) 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 MAX TC PANEL LL DEFL = 0.003" @ 1'- 2.9" Allowed = 0,131" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = 0.002" @ 1'- 2.9" Allowed = 0.196" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ, LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ, TL DEFL = -0.000" @ 1'- 10.9" 1-11-11 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. T � Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=1,6, 10 00 01Truss designed far wind loads ' in the plane of the truss only, rn 0 Q CV O O 1►- 3 M-3x4 • y y 2-00 [PROVIDE FULL BEARING;Jts:1,3,2) JOB NAME : POLYGON PLAN 5-D NH BSJ1 Scale: 0.7703 \C.:0IN WARNINGS: GENERAL NOTES,unless otherwise noted: 4t. • "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 =9200 P E Truss: BSJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4, k. s the responsibility of the erector.Additional permanent bracing of + :" continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON `'� 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. '� 4. `xJ SEQ. : 6 051310 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 "7,q c'\b` design loads be applied to any component. and are for"dry condition"of use. © 1 �}- TRANSI D: 407540 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. � 7. F? n`F Design assumes adequate drainage is provided. rl 1 L 6.This design is furnished subject to the'irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII I II IIII El III I I III 1111 TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincidewith 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 IThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 44'- 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) 79 2-10=( -983) 3050 3-10=(-298) 299 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3345) 1280 10-11=( -749) 2567 10- 4=(-182) 615 WEBS: 2x4 KDDF STAND 3- 4=(-3184) 1317 11-12=( -413) 1876 4-11=(-746) 536 LOADING 4- 5=(-2473) 1183 12-13=( -791) 2399 11- 5=(-406) 1050 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2474) 1183 13- 8=(-1026) 2857 5-12=(-406) 1051 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3187) 1318 12- 6=(-747) 536 TOTAL LOAD = 42.0 PSF 7- 8=(-3348) 1281 6-13=(-183) 618 OVERHANGS: 18.8" 18.8" 8- 9=( 0) 79 13- 7=(-300) 300 LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -341/ 2026V -262/ 262H 5.50" 3.24 KDDF ( 625) 44'- 0.0" -341/ 2026V 0/ OH 5.50" 3.24 KDDF ( 625) [COND. 2: Design checked for net(-5 psf) u.lift at 24 "oc sracin.j VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.017" @ -1'- 6.8" Allowed = 0.156" MAX TL CREEP DEFL = -0.016" @ -1'- 6,8" Allowed = 0.208" MAX LL DEFL = 0.206" @ 25'- 11.9" Allowed = 2.154" MAX TL CREEP DEFL = -0.397" @ 18'- 0.0" Allowed = 2.872" MAX LL DEFL = 0.017" @ 45'- 6.8" Allowed = 0.156" MAX TL CREEP DEFL = -0.016" @ 45'- 6.8" Allowed = 0.208" MAX HORIZ. LL DEFL = 0.085° @ 43'- 6.5" 21-11-15 22-00-01 MAX HORIZ. TL DEFL = 0.139" @ 43'- 6,5" T '1 1' NOTE:Design assumes moisture content does 7-04 7-01 7-06-15 7-06-15 7-01 7-04-02 not exceed 1996 at time of manufacture. Design conforms to main windforce-resisting 12 12 6,00[:::7" M-4x6 Q 6.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5 ,f-,' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-5x8(5) !" M-5x8(S) Truss designed for wind loads • in the plane of the truss only. 0.25" 0.25" /0,.%%1444, %%04, 44,1> x3 /y/ 3 M-1.5x3 c1 N T M M \0 1 10 11 'f 'r �2 13 � c. o 7M-3x8 M-3x4 0.25" 0.25' M-3x4 M-3x8 0 M-5x8(S) M-5x8(S) 1, /, ), 1, vi y y 9-00-11 8-11-05 7-11-14 8-11-05 9-00-13 y , 1-06-12 44-00 1-06-12 JOB NAME : POLYGON PLAN 5-D NH - Cl <(. .. �N�g'�� s; Scale: 0,1506 �\ J5/l l WARNINGS: GENERAL NOTES,unless otherwise noted: Ct. • p 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual ;92 0 f E Truss: C1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap and bottom chards to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c,respectively unless braced throughout their length by r s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). C- DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 37 ,�,,}__ 14/ SEQ. . 605131 1 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, '7 "' q s\'\TRANS I D: 407540 design loads be applied to any component. and are for"dry condition"of use. 6. 0 1 4 2 �4 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. /1// 'pi, k 1 y 1 7.Design assumes adequate drainage is provided. R 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III III II I 101 III II II I 1111 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(11_)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 III I II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 79 2- 9=(-1042) 3021 3- 9=(-298) 299 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3324) 1271 9-10=( -809) 2538 9- 4=(-182) 616 WEBS: 2x4 KDDF STAND; 3- 4=(-3164) 1308 10-11=( -431) 1847 4-10=(-746) 536 2x4 DF STAND A LOADING 4- 5=(-2452) 1174 11-12=( -780) 2358 10- 5=(-406) 1050 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2444) 1195 12- 8=(-1049) 2770 5-11=(-396) 1027 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3108) 1368 11- 6=(-721) 526 BC LATERAL SUPPORT <= 12"OC, UON. TOTAL LOAD = 42.0 PSF 7- 8=(-3267) 1326 6-12=(-226) 561 OVERHANGS: 18.8" 0.0" LL = 25 PSF Ground Snow (Pg) 12 7=(-247) 336 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -342/ 2021V -247/ 257H 5.50" 3.23 KDDF ( 625) C,CN,018,CN18 (or no prefix) = CompuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, 43'- 9.0" -274/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series JT 8: Heel to plate corner = 2.50" 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 = 0.017" @ -1'- 6.8" Allowed = 0.156" MAX TL CREEP DEFL = -0.016" @ -1'- 6.8" Allowed = 0.208" MAX LL DEFL = 0.205" @ 18'- 0.0" Allowed = 2.142" MAX TL CREEP DEFL = -0.386" @ 18'- 0.0" Allowed = 2.856" MAX HORIZ. LL DEFL = 0.083" @ 43'- 3.5" MAX HORIZ. TL DEFL = 0.135" @ 43'- 3.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 21-11-15 21-09-01 T f f Design conforms to main windforce-resisting 7-04 7-01 7-06-15 7-06-15 7-01 7-01-02 system and components and cladding criteria. T 'r f f f f f Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 I.% M-4x6 Q 6.00 load duration factor=1.6, 4.0" Truss designed for wind loads 5 41 in the plane of the truss only. M-5x8(5) 044,,, 0.25" (S) 4t rM-5x8 0.25" V . M-1.5x3 /\41p,M-1.5x3 co \ / M-3x8 v ,i0rHHIK \ 0 �.. 9 1 "( i1 12 **8 o CD M-3x8 M-3x4 8.25" 0.25' M-3x4 0 M-5x8(S) M-5x8(S) i ). Je 1, iv y 9-00-11 8-11-05 7-11-14 8-11-05 8-09-13 y y y 1-06-12 43-09 JOB NAME : POLYGON PLAN 5-D NH - C3 <c ��0�N ofi�ss, Scale: 0.1508 \ '/ /5// �� WARNINGS: GENERAL NOTES,unless otherwise noted: •- n r-, 17 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 J2l/(fi,V I E Truss: C 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2.4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. Ai, - 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by }`r DES. BY: LJ s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /' �y the overall structure is the responsibility of the buildingdesigner. OREGON �c DATE: 9/5/2014 P tY 5 3.2x Impact bridging or lateral bracing required where shown++ V la 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. -V 4(/ SEQ. : 6 051312 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, 17 O\� design loads be applied to any component. and are for"dry condition"of use. /\ 4 - TRAN S I D: 40754 0 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 SJ �� fabrication,handling,shipment and installation of components. necessary. /� R R`!k...\_,k...\_,7.Design assumes adequate drainage is Provided. 6.This design is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II II 0111 1,1111111 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 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31/2015 II I IThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-09-00 STUB HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 RODE #1&BTR; LOAD DURATION INCREASE = 1,15 (Non-Rep) 1- 2=( 0) 84 2-13=(-1956) 5870 3-13=( -154) 354 2x6 KDDF #1&BTR 72, T3 2- 3=(-6766) 2286 13-14=(-3060) 8274 13- 4=( -486) 1888 BC: 2x6 RODE #1&BTR LOADING 3- 4=(-6742) 2336 14-15=(-3340) 8912 13- 6=(-2804) 1328 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 15.16=(-3048) 8220 6-14=( -92) 754 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 0.0" V 4- 6=(-5996) 2126 16-12=(-1910) 5602 14- 7=( -486) 380 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100,0)+DL( 28.0)= 128.0 PLF 10'- 0.0" TO 34'- 0.0" V 6- 7=(-8588) 3228 7-15=( -534) 394 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14,0)= 64.0 PLF 34'- 0.0" TO 43'- 9.0" V 7- 8=(-8552) 3220 15- 8=( -100) 794 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 43'- 9.0" V 8-10=(-5882) 2106 8-16=(-2866) 1340 = 9-10=( 0) 0 10-16=) -482) 1834 NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 10'- 0.0" 10.11=(-6614) 2318 16-11=( -190) 392 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 34'- 0,0" 11-12=(-6548) 2250 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 20.0' 0.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0" -1150/ 3765V -104/ 113H 5.50" 6.02 KDDF ( 625) Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 43'- 9.0" -1095/ 3584V 0/ OH 5.50° 5.73 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompL7rus, Inc ( 2 ) complete trusses required. M,M2OHS,M18HS,M16 = MiTek MT series Join together 2 ply with 3"x.131 DIA GUN ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' IIf nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" Sc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.005" @ -1'- 8.0" Allowed = 0.167" 9" oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.005" @ -1'- 8.0" Allowed = 0.222" 1/ , 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.269" @ 22'- 0.0" Allowed = 2.142" 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.532' @ 22'- 0.0" Allowed = 2.856" MAX HORIZ. LL DEFL = 0.078" @ 43'- 3.5' MAX HORIZ. TL DEFL = 0.127' @ 43'- 3.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=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, 9-11-11 24-00-10 9-08-11 Truss designed for wind loads f f f in the plane of the truss only. 5-01-03 4-04 0-06-08 5-08-15 6-03-06 6-03-06 5-08-15 0-06-08 4-04 4-10-03 12 T T j533.30# ' fi , 633.3o# ' 12 1' "6.001/ ( M-7x8 S) ." ::16.00 M-5x6, 5 M-3x5 0.25" M-3x5 9 M-5x6 67- 8 to!T2 .. T3.. 1.9 M-1"5x3 \704116 / M-1°5x3 + + M3x8 �n a sea CD CO /M-3x8 M-3x8 10.25" 0"2515 16 M-3x8 •12 0 M-7x8(S) M-7x8(S) y y vi y y y y y 9-03-07 8-06-04 8-04-08 8-06-04 9-00-07 ! 1-08 43-09 �n00 PR()pr. JOB NAME : POLYGON PLAN 5-D NH - CH1 Scale: 0.1499 ,`.< ,,., !NE si WARNINGS: GENERAL NOTES,unless otherwise noted: , i4.9 0,,;, , 17- 1. I 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual =�2 O P E_ Truss: CII 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. Air ", 3.Additional temporary bracing to insure stability dining construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). a DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ QREGON 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. '37 �(/ SEQ. : 6051313 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4- 4/ ,\ design loads be applied to any component. and are for"dry condition"of use. /, -II- 0 ACi `�. TRANSI D: 40754 O 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 _ VP fabrication,handling,shipment and installation of components. Design assry. MC 7.Design assumes adequate drainage is provided. C:�1 R�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 111011II I II VIII ILII ,I VIII II III TPINVTCA in BCSI,copies of which will be furnished upon request. git coincide with Joint tecenter lines, 9. Digits indicate size of plate in inches. nn{ MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)E 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTek} EXPIRES:12,'31 i 2 V i 5 110 IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF lf1&BTA; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-13=(-1346) 2900 3-13=( -97) 178 2x6 KDDF #1&BTA 72, T3 SPACED 24.0" O.C. 2- 3=(-3372) 1652 13-14=(-1691) 3901 13- 4=( -331) 1025 BC: 2x6 KDDF #1&BTA 3- 4=(-3183) 1579 14-15=(-1739) 4230 13- 6=(-1371) 647 WEBS: 2x4 KDDF STAND LOADING 4- 5=( 0) 0 15-16=(-1701) 3873 6-14=( -18) 401 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2791) 1452 16-12=(-1313) 2765 14- 7=( -257) 154 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-4061) 1945 7-15=( -276) 155 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-4043) 1898 15- 8=( -18) 418 8-10=(-2734) 1407 8-16=(-1397) 647 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 10-16=( -367) 997 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11=(-3118) 1527 16-11=( -31) 219 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-3258) 1576 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 20.0" 0.0" 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) M-1.5x4 or equal at non-structural 0'- 0,0" -404/ 2034V -104/ 114H 5.50" 3.25 KDDF ( 625) vertical members (uon). 43'- 9.0" -337/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) ** For hanger specs. - See approved plans COND. 2: Design checked for net(-5 psfj uplift at 24 "oc 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 = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.293" @ 22'- 0.0" Allowed = 2.142" MAX TL CREEP DEFL = -0.510" @ 22'- 0.0" Allowed = 2.856" MAX HORIZ. LL DEFL = -0.082" @ 43'- 3.5" MAX HORIZ. TL DEFL = 0.122" @ 43'- 3.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 13-03-11 17-04-10 13-00-11 Truss designed for wind loads 1' f 1' '( in the plane of the truss only. 5-01-03 4-04 3-05-09 2-09-14 6-03-06 6-03-06 2-09-14 3-05-09 4-04 4-10-03 T < < i( T T T - T T 1' 12 5 9 12 6.001/ M-7x8(5) Q 6.00 M-5x6 M-3x5 `M-4x6 z 6 7_ y.25" M-8x5 r \/_\/ M-1.5x3 M-1.5x3 + + 1 0, M-3x8 rn 0 o 1/., 13 14 fi 14I 5 16 '12 o M-3x8 M-3x8 0.25" 0.25' M-3x8 0 M-7x8(S) M-7x8(S) 1- y > 1 J, y 9-03-07 8-06-04 8-04-08 8-06-04 9-00-07 y y 1-08 43-09 JOB NAME : POLYGON PLAN 5-D NH - CH2 -\<<-\'' ��j Scale: 0,1499 (\ ``,``15//r O1,- WARNINGS: GENERAL NOTES,unless otherwise noted: [� r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual =J20.0 R E 1 Truss: CH2 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. ,,/1 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by i s the responsibility of the erector.Additional permanent bracing of ,' continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ {� n,r-� `,� 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. OREGON V N `x! SEQ. : 60 51314 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- >t� design loads be applied to any component. and are for"dry condition"of use. �h 9 1 4 2a �� TRANSI D: 40754 O 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if V fabrication,handling,shipment and installation of components. necessary. �PRO- 6. 7.Design assumes adequate drainage is provided. 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 imm ITPIIWTCA 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 HD I III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-13=(-1067) 2889 3.13=(-152) 199 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3317) 1286 13-14=) -914) 2657 13- 4=( -33) 359 WEBS: 2x4 KDDF STAND; 3- 4=(-3114) 1250 14-15=( -700) 2439 4-14=(-524) 357 204 DF STAND A LOADING 4- 5=(-2567) 1138 15-16=( -700) 2439 14- 5=(-276) 797 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 16.17=( -882) 2558 14- 7=(-435) 182 TC LATERAL SUPPORT <= 12"0C. UON, DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2228) 1099 17-12=(-1021) 2712 15- 7=( o) 274 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 9=(-2213) 1074 7-16=(-457) 180 8- 9=( 0) 0 9-16=(-285) 791 LL = 25 PSF Ground Snow (Pg) 9-10=(-2551) 1111 16-10=(-489) 344 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11=(-3039) 1229 10-17=( -77) 318 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-3218) 1283 17-11=( -79) 251 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 20.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -321/ 2034V -182/ 191H 5.50' 3.25 KDDF ( 625) Connector plate prefix designators: 43'- 9.0" -251/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] JT 12: Heel to plate corner = 2.25" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.201" @ 22'- 0.0" Allowed = 2.142" MAX TL CREEP DEFL = -0.389" @ 22'- 0.0" Allowed = 2.856" MAX HORIZ. LL DEFL = 0.065" @ 43'- 3.5" MAX HORIZ, TL DEFL = 0.142" @ 43'- 3.5" NOTE:Design assumes moisture cortent does not exceed 19% at time of manufacture. 16-07-11 10-08-10 16-04-11 Design conforms to main windforce-resisting -'r T T 1' system and components and cladding criteria. 5-02-03 0-04-08 5-04-05 5-05-11 5-04-06 T '' 1°') 1 Tl' 1' 1' 1' Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-07-06 5-05-11 5-04-05 0-04-08 5-02-03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f T T TT - T 'f-f 1' T load duration factor=l.6, 12 12 Truss designed for wind loads 6,0017 M-4x6 M-3x8 • -4x6 X16.00 in the plane of the truss only. M-5x6(S) • 7 .r r« M-5x6(S) 0.25" 0. 5" 0 M-1.5X3 + + M-1.5x3 1 M \V' ... M3X10 rn 0 c) 13 14 '( 15 '( 16 17 *'12 0 o -1M-3x8 M-3x4 0.25" M-1.5x3 0.25' M-3x4 0 M-5x8(S) M-5x8(S) y 8-04-03 7-09-04 5-10-09 5-10-09 7-09-04 8-01-03 y 1-08 43-09 WEDGE REQUIRED AT HEEL(S). JOB NAME : POLYGON PLAN 5-D NH - CH3 5-,«.,-�rv�bAF.�,�'si Scale: 0.1483 43'.- \ X 15/1 l o", WARNINGS: GENERAL NOTES,unless otherwise noted: ,h p -.7- 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 >7a LJ. F IL Truss: CH3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at �' r DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by , i' s the responsibility of the erector.Additional permanent bracing of ,+ continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON Q 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '7 �(/ SEQ. : 6051315 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 /it-/ O\b' design loads be applied to any component. and are for"dry condition"of use. 6. 14,� 2 �-�- TRANSI D: 4 07540 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge if necessary. MSF?R 11�- fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII II 1111 VIII III II VIII II III TPIN TCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 8.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 I liHillilhil This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 44'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-14=(-1262) 2926 3-14=(-151) 184 BC: 2x4 KDDF #1&BTR SPACED 24.0" D.C. 2- 3=(-3337) 1610 14-15=(-1142) 2696 14- 4=( -22) 359 WEBS: 2x4 KDDF STAND 3- 4=(-3135) 1578 15-16=(-1120) 2476 4-15=(-523) 297 LOADING 4- 5=(-2589) 1493 16-17=(-1120) 2476 15- 5=(-357) 819 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 17-18=(-1208) 2619 15- 7=(-463) 298 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2248) 1390 18-12=(-1346) 2848 16- 7=( 0) 274 TOTAL LOAD = 42.0 PSF 7- 9=(-2248) 1390 7-17=(-463) 298 8- 9=( 0) 0 9-17=(-357) 819 NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2589) 1493 17-10=(-523) 297 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3135) 1578 10-18=( -21) 359 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-3337) 1610 18-11=(-151) 184 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=( 0) 84 OVERHANGS: 20.0' 20.0' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -444/ 2038V -198/ 198H 5.50' 3.26 KDDF ( 625) Connector plate prefix designators: 44'- 0.0" -444/ 2038V 0/ OH 5.50" 3.26 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacin0.1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022' @ -11- 8.0" Allowed = 0.167' MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222' MAX LL DEFL = 0.254" @ 27'- 5.3" Allowed = 2.154" MAX TL CREEP DEFL = -0.403' @ 22'- 0.0" Allowed 2.872" MAX LL DEFL = 0.022" @ 45'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021' @ 45'- 8.0" Allowed = .0.222' MAX HORIZ. LL DEFL = -0.101' @ 43'- 6.5' 19-11-11 4-00-10 19-11-11 MAX HORIZ. TL DEFL = 0.145" @ 43'- 6.5' 5-07-06 5-02-03 5-05-11 3-03-09 2-05-042-05-04 3-03-09 5-05-11 5-02-03 5-07-06 not exceed assumes moisture content does f 'I 1' f , '1 1' ' f '1 not exceed 19b at time of manufacture. 12 6 8 12 Design conforms to main windforce-resisting 6.00 D M-4x6 M-4x6 a 6.00 M-3x8 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), load duration factor=1.6, M-5x6(S) M-5x6(S) Truss designed for wind loads 0.25" 0.25" in the plane of the truss only. 0 y-1.5x3 M-1"5x3 x. cr) co v -; = B kV "" .a., 4 o 14 1 'f 16 17 18 `3 o o 7M-3x8 M-3x4 0.25" M-1.5x3 0.25 M-3x4 M-3x8 c M-5x8(S) M-5x8(S) 1, y 1' > k ), y 8-04-03 7-09-04 5-10-09 5-10-09 7-09-04 8-04-03 y y y 1-08 44-00 1-08 JOB NAME : POLYGON PLAN 5-D NH - CH4 5��a �N ofi-�sf Scale: 0.1623 �\ '7/5///7 +r3- WARNINGS: GENERAL NOTES,unless otherwise noted: �� E S 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 =�2 0 P Truss: CH4 and Warnings before construction commences. building component.Applicability of design parameters and proper /l/ 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: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by .�"� Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). DATE: 9/5/2014 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. "p �q�OREGON t>< 4' SEQ. : 6051316 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� '�1,� ON A. design loads be applied to any component. 5. and are for"dry condition"of use. 6. d 4 2 �'�- TRANS D: 407 540 CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge if p fabrication,handling,shipment and Installation of components. necessary. `li 7.Design assumes adequate drainage is provided. } R ItN 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111011111111111111111111111101 IIII TPIMfI CA In SCSI,copies of which wql be furnished upon request. lines coindde with jointcenter ache. 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;201 IIII IThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-71) 97 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -116/ 306V -15/ 61H 5.50" 0.49 KDDF ( 625) 1'- 1.3" -58/ 129V 0/ OH 1.50" 0.21 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 [COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133° MAX TC PANEL LL DEFL = 0.001" @ 0'- 8.7" Allowed = 0.059" 1-02 MAX TC PANEL TL DEFL = -0.001" @ 0'- 8.7" Allowed = 0.089° MAX BC PANEL LL DEFL = 0.006" @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.019' @ 3'- 3.8" Allowed = 0.339' MAX HORIZ. LL DEFL = -0.000° @ 1'- 1.3" MAX HORIZ. TL DEFL = 0.000" @ 1'- 1.3" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. -v Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFtS(Dir), load duration factor=1.6, 10.00 7 1 OD Truss designed for wind loads %a o v in the plane of the truss only. 0 v 0 CV-- ►T� ►�1 4 M-3x4 J., y .1 1-00 (PROV_IDE FULL BEARING;Jts:2,3,4 6-00 JOB NAME : POLYGON PLAN 5-D NH - CJ1 5��D PN�F�`5'-, Scale: 0.6954 �\ g N E. o� WARNINGS: GENERAL NOTES,unless otherwise noted: �� *[� p �� 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual =J2 O1 E Truss: CJ 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. •' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at . 06111111P DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). " DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. (/ SEQ. : 6 051317 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� �� c\ design loads be applied to any component. and are for"dry condition"of use. /t f 1 4 - �4 TRANSI D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If V fabrication,handling,shipment and installation of components. NiPP necessary. /1// ' 7. rl 4 R ` Design assumes adequate drainage is provided. - 6.This design is furnished subject to the lirrtalions set forth by B.Plates shall be located on both faces of truss,and placed so their center 11E1 II II 11 0/11 I III VIII 11E111 TPI 1N rCA in BCSI,copies of which will be furnished upon request. lines coincide with jointplate center lines. in 9. Digits indicate size of platetein 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 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 N1&BTA LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-60) 58 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 303V -27/ 91H 5.50" 0.49 KDDF ( 625) 2'- 3.6' -124/ 112V 0/ OH 1.50" 0.18 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 50V 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 REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacina.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed - 0.100" 2-04-06 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed - 0.133' f -I MAX TC PANEL LL DEFL = -0.004" @ 1'- 5.5" Allowed , 0.165" MAX TC PANEL TL DEFL = -0.007" @ 1'- 3.6" Allowed = 0.247" 12 MAX BC PANEL LL DEFL = 0.008" @ 2'- 8.6" Allowed 0.254" MAX BC PANEL TL DEFL = -0.023" @ 3'- 3.8" Allowed = 0.339" 10.00 V MAX HORIZ. LL DEFL = 0.000" @ 2'- 3.6" MAX HORIZ, TL DEFL = 0.000° @ 2'- 3.6" 1 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. V 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, N-- All Heights), Enclosed Cat.2 Exp.B, MWFRS(Dir) CD load duration factor=l.6, o Truss designed for wind loads N in the plane of the truss only. r,f- vrt i ►�J ►T11 4 M-3x4 1, y y 1-00 IPROVIDE-FULL BEARING;Jts:2,3,41 6-00 �c0 PRQFC JOB NAME : POLYGON PLAN 5-D NH - CJ2 Scale: 0.6704 �� GAN c�'j��G WARNINGS: GENERAL NOTES,unless otherwise noted: Ct c- c., '�5/r -v /+ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual =a2 1 0 P E Tr ii S S: CJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. -� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. 5 Y: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by � " s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Rf ry. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+-i- 4. OREGON t �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. 74. G Lto SEQ. : 6051318 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 c\I)`> design loads be applied to any component. and are far"dry condition"of use. 4 1 4 ` TRANS I D: 407 540 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. Ml'R A i` ` 7.Design assumes adequate drainage is provided, t 4.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 11111111 IIIIIIIIIIIIIIIIITPIAMTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plata 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 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(-49) 63 3-5=( 0) 76 BC: 2x4 KDDF #1$BTR SPACED 24.0" 0,C. 2-3=(-118) 14 5-6=(-30) 95 3-6=(-99) 31 WEBS: 2x4 KDDF STAND; 3-4=( -17) 31 2x4 DF STAND A LOADING LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -44/ 292V -27/ 91H 5.50" 0.47 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 2'- 3.6" -125/ 77V 0/ OH 1.50" 0.12 KDDF ( 625) 6'- 0,0" 0/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M20HS,M18HS,M16 = MiTek MT series [COND. 2: Design checked for net(-5 pat) uplift at 24 "oc spacing. pa BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 2-04-06 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0,133" 1 MAX LL DEFL = -0.001" @ 2'- 5.5" Allowed = 0.159" 12 MAX TC PANEL LL DEFL = 0.003" @ 0'- 11.5" Allowed = 0.081" MAX BC PANEL TL DEFL = -0.003" @ 1'- 9.5" Allowed = 0.116" 10.00 7 MAX BC PANEL TL DEFL = -0.006" @ 3'- 9.0" Allowed = 0.140" MAX HORIZ. LL DEFL = 0.001" @ 5'- 3.3' MAX HORIZ. TL DEFL = 0.001" @ 5'- 3.3" M-3X4 1 NOTE:Design assumes moisture contEnt does not exceed 19% at time of manufacture. ul Design conforms to main windforce-resisting 10 p system and components and cladding criteria, r Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6,0, ASCE 7.10, (All Heights), Enclosed, Cat,2, Exp,B, MWFHS(Dir), M-3x5 � load duration factor=l"fi, Truss designed for wind loads c-� ', " 1111 �� in the plane of the truss only. 5 6 M-1.5x3 CD IMS M5x6 **2X WEDGE W/(2) M-2.5X4 TYP. - 2.75 12 J, y y 2-05-08 2-09-13 0-08-11 y . , ), y 1-00 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING;Jts:2,4,6! PR JOB NAME ; POLYGON PLAN 5-D NH - CJ2C �,-\<<- 1� iv AA`�`.si Scale: 0.5669 C; v� 7/5 1/5rq t�� WARNINGS; GENERAL NOTES,unless otherwise noted: �� 7 J 7 �r CJ2C 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual =92 P Truss: CJ 2C 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. 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by aglo is the responsibility of the erector.Additional permanent bracing of � continuous sheathing such as plywood sheathe d throughout and/or d it length b Cts DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4.No load should be applied to any component until after all bracing and 4. Installation of truss Is the responsibility of the respective contractor. '74- k.�/ SEQ. : 6051319 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 Q\>k T design loads be applied to any component. and are for"dry condition'g use. Q 3. �-- TRAN S 1 D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6. and assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. /i/l� t y L 7.Design assumes adequate drainage is provided. R R l 6.This design is furnished subject to the[irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II I 1111 II 11 II VIII 11111 111111 TPIA TCA in BCSI,copies of which will be furnished upon request. lines coincidewith joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 II I I II This design prepared from computer i.iput by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0,0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-82) 76 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42,0 PSF 0'- 0.0" -29/ 335V -40/ 122H 5.50" 0.54 KDuF ( 625) 3'- 6.1" -127/ 128V 0/ OH 1.50" 0.21 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 55V 0/ OH 5.50" 0.09 KO ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M16HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, IQDND. 2: Design checked for net(-5 psf) uplift at 24 "oc 4acinq,I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0° Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.099" 3-06-13 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.132" T 1 MAX TC PANEL LL DEFL = 0.017" @ 1'- 11.8" Allowed = 0.270" MAX BC PANEL TL DEFL = -0.032" @ 3'- 1.4" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 6.1" 10.001// 0 MAX HORIZ. TL DEFL = 0.000" @ 3'- 6.1" NOTE:Design assumes moisture content does not exceed 19'n 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,BCOL=6.0, ASCE 7-10, co (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), CD load duration factor=1.6, ✓ Truss designed for wind loads o in the plane of the truss only. co co c. 0 CD ►�� ►�I4 M-3x4 I I - - - --- -- y 1-00 (PROVIDE FULL BEARING;Jts:2,3,41 6-00 JOB NAME : POLYGON PLAN 5-D NH - CJ3 �- ..(-N res�s, Scale: 0,5917 �\ w `1/5/117 i -$7 WARNINGS: GENERAL NOTES,unless otherwise noted: f 92Q0 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 7 f Truss: CJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. Ale ..•",,, 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,/`r is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). •+,, nor DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON A.//"''-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. "'7 tet/ SEQ. : 6051320 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, -74. 4„ -rip- TRANS q j I ��n design loads be applied to any component, and are for"dry condition"of use. V r /4 2 ty'�- TRANS I D: 40754 0 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �` necessary. 4/7 -`R R t` fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. PRII._\- 6.6.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 11101 I II 11 II 1111111111 1111 I II II 1111 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./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11 I III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0,0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF Ill&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(-52) 89 6-5=( 0) 18 BC: 2x4 KDDF Ill&BTA SPACED 24.0" O.C. 2-3=(-171) 21 5-7=(-69) 114 5.3=( 0) 51 WEBS: 2x4 KDDF STAND 3-4=( -24) 34 3.7=(-127) 76 LOADING TC LATERAL SUPPORT <= 12"OC. UON, LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC, UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -41/ 343V -40/ 122H 5.50" 0.55 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 6.1" -100/ 69V 0/ OH 1.50" 0.11 KDDF ( 625) Connector plate prefix designators: 6'- 0.0" 0/ 92V 0/ OH 5.50" 0.15 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 "no spavin ti 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 = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' MAX TL CREEP DEFL = -0.005" @ 2'- 3.8" Allowed = 0.199" MAX LL DEFL = 0,000" @ 0'- 0.0" Allowed = 0.099" MAX TC PANEL LL DEFL = 0.005' @ 1'- 1.1" Allowed = 0.159" MAX BC PANEL TL DEFL = -0.009" @ 3'- 7.4" Allowed = 0.186" 3-06-13 MAX HORIZ. LL DEFL = -0.004' @ 5'- 7.5' l' T MAX HORIZ. TL DEFL = 0.005" @ 5'- 7.5" 12 NOTE:Design assumes moisture content does 10.00 not exceed 19X at time of manufacture. Design conforms to main windforce-resisting ''� system and components and cladding criteria. M-4x6 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �� Trus duration factor=1.6, Truss designed for wind loads in the plane of the truss only. N co Alliiic°. 1" - 7 o1 m a M-1.5x3 c3 6 c M-3x4 M-3x4 M-3x4 J, ), y 2-03-12 3-08-04 J, y J, y 1-00 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING;Jts:2,4c7] JOB NAME : POLYGON PLAN 5-D NH - CJ3C �-<<,,,pN�FFss, Scale: 0.4986 c\ '7/5/rr o1- ' WARNINGS: GENERAL NOTES,unless otherwise noted: •n n[� �� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual 7 V r t Truss: CJ 3C 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. 411, -� DES BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by x 46010.1*, _- DES, s the responsibility of the erector.Additional permanent bracing of , ! continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). n. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 40 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. 17 OREGON to SEQ. : 60513 21 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G� "7 O '\b design loads be applied to any component. 5. and are for"dry condition"of use. 6. Q r 14 2 TRANS I D: 407540 CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge if h- fabrication,handling.shipment and Installation of components. necessary. /1q'�R t` V 7.Design assumes adequate drainage is provided. 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 IIHD I il III I III I(IIITPI/WTCA In SCSI copies of which will be furnished upon request it coincideiwith jointacenter che. 9. Digits indicate size of plate in inches, MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 II IThis design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=) 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-109) 95 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -24/ 369V -53/ 153H 5.50" 0.59 KDDF ( 625) 4'- 8.4" -118/ 148V 0/ OH 1.50" 0.24 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 64V 0/ OH 5.50" 0,10 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.; VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.039" 4-09-03 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.052" T 'I MAX TC PANEL LL DEFL = 0.054" @ 2'- 8.9" Allowed = 0,374" MAX TC PANEL TL DEFL = -0.052" @ 2'- 7.0" Allowed = 0.561" 12 MAX HORIZ, LL DEFL = -0.001" @ 4'- 8.4" 10.00 V 0MAX HORIZ. TL DEFL = -0.001" @ 4'- 8.4" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=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, v Truss designed for wind loads in the plane of the truss only. v M r c co O ► 4 M-3x4 1, y y 1-00 6-00 [PROVIDE FULL BEARING;Jts:2,3,41 JOB NAME : POLYGON PLAN 5-D NH - CJ4 <<- PNS 6.. JOB Scale: 0.5377 �\ C'7/5/! I �1- WARNINGS: GENERAL NOTES,unless otherwise noted: +r • s �5,• 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual c 92Q0 r'E Truss: CJ 4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 7 .A 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). CC DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 1 �(/ SEQ. : 6051322 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. �� 7q Q\� design loads be applied to any component. and are for"dry condition"of use. 6` j 4 2 �`r TRANSI D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing u all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. VP necessary. /1/7" R t} 7.Design assumes adequate drainage is provided. C RIO- 6.6.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 II 1111 VIII III II 1.I I 1111 TPIMlTCA in BC SI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. stn 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 1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=( -93) 129 6-5=) 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-214) 36 5-7=(-122) 165 5-3=( 0) 51 WEBS: 2x4 KDDF STAND 3-4=( -59) 46 3-7=(-184) 135 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES) OVERHANGS' 12.0" 0.0" 0'- 0.0" -30/ 375V -53/ 153H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 8.5" -85/ 87V 0/ OH 1.50" 0.14 KDDF ( 625) Connector plate prefix designators: 6'- 0.0" -1/ 115V 0/ OH 5.50" 0.18 KDDF ( 625) C,CN,C18,618 (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.I 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 = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.005" @ 2'- 3.8" Allowed = 0.209" MAX TL CREEP DEFL = -0.007" @ 2'- 3.8" Allowed = 0.279" MAX LL DEFL = 0.000' @ 0'- 0.0" Allowed = 0.039" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.051" 4-09-04 MAX HORIZ. LL DEFL = -0.007" @ 5'- 7.5" MAX HORIZ. TL DEFL = 0.007" @ 5'- 7.5" 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 10.00 7 li) 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, M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads /' in the plane of the truss only. `. r Al7 l ?? Al:: -/ o -3x4o M-1"5x3 6o 0 M-3x4 M-3x4 i k y / 2-03-12 3-08-04 * * - ), i 1-00 2-05-08 6-00 3-06-08 [PROVIDE FULL BEARING:Jts;2.4.7) _ ��`,,03 PRPRO • JOB NAME : POLYGON PLAN 5-D NH CJ4C G+N ::,1 of all General Notes 1.This design is based only upon the parameters shown and is for an Qz =92 0 Q(-L c-- Truss: CJ 4C and Warnings before construction commences. building component.Applicability of design parameters and proper 4100011119 -/- 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: L J 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 41 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). a DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON /��"" 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. -7 C[./ SEQ. : 6051323 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �/ �q 1, \t)` 1A, design loads be applied to any component. and are for"dry condition"of use. 4 14 2 �y-T- TRAN S I D: 407 540 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. &'�RIO_7.Design assumes adequate drainage is provided. t L 1� 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on bath faces of truss,and placed so their center 11011 01111 I 0111 101110 II TPI WTCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) EXPIRES:12/31/2015 II 0111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDFICq=1.00 TC: 2x4 KDDF N1&BTA LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KBE N1&BTA SPACED 24.0" 0.C. 2-3=(-137) 115 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+Dl( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42,0 PSF 0'- 0.0" -34/ 402V -66/ 184H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.6" -107/ 168V 0/ OH 1.50" 0.27 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MIBHS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, �COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5-11-10 MAX TC PANEL LL DEFL = 0.160" @ 3'- 7.2" Allowed = 0.478" MAX TC PANEL TL DEFL = -0.144" @ 3'- 4.8" Allowed = 0.718" -/ MAX HORIZ. LL DEFL = -0.002' @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" p� NOTE:Design assumes moisture content does 12 f not exceed 19% at time of manufacture. 10.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, ho21.7ft, 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 co in the plane of the truss only. a 4 0 u; co r/- v o o/- ►� 41►� M-3x4 1-00 6-00 [PROVIDE FULL BEARING;Jts:2,4,3[ JOB NAME : POLYGON PLAN 5-D NH - CJ5 ..��INE ��s, Scale: 0.4821 ,,c);`.- \ 'c'/5//r (]/- WARNINGS: GENERAL NOTES,unless otherwise noted: nn '7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual >92•V F E Truss: CJ 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. Air -, 3.Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chards to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by xA " s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). " DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON //�'�'' 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4,/ SEQ. : 6051324 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 �� t� dk- T design loads be applied to any component. and are for"dry condition"of use. �`�- TRANS 1 D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. MXPO 7, R R ti fabrication,handling,shipment and installation of components. Design assumes adequate drainage is provided. 1 1- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II I I IN 101 III III I III III TPI/WfCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015/2015 III 11 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF'Cq=1.00 IC: 2x4 KDDF f!1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(-150) 175 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-257) 55 5-7=(-195) 224 5-3=( 0) 51 WEBS: 2x4 KDDF STAND 3.4=( -87) 66 3-7=(-'I49) 216 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 ORG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS; 12.0" 0.0' 0'- 0.0" -34/ 398V -66/ 185H 5.50" 0.64 KDCF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 7.5" -21/ 142V 0/ OH 5.50" 0.23 KDDF ( 625) Connector plate prefix designators: 5'- 11.6" -69/ 108V 0/ OH 1.50" 0.17 KDOF ( 625) C,CN,C18,018 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M'3HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,' 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 = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.008" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.009" @ 2'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.010" @ 5'- 7.5" 5-11-10 MAX HORIZ. TL DEFL = 0.010" @ 5'- 7.5" f f NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 0 system and components and cladding criteria. 10.00 7 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, Truss designed for wind loads in the plane of the truss only. M-4x6 v A17 .M-3x4 o M-1.5x3 0 0 .. M-3x4 M-3x4 y / y 2-03-12 3-08-04 1-00 2-05-08 6-00 3-06-08 (1,30IIIE FULL BEARING:Jts:2,7,4) JOB NAME : POLYGON PLAN 5-D NH - CJ 5C <<-''' ' 0,s,, PR o`�F�s, Scale: 0.4046 w\ ``` '15/ r ` WARNINGS: GENERAL NOTES,unless otherwise noted: e r 7' -7 /+ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 9210 P E 1-- Truss: - Truss: CJ 5 C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c,respectively unless braced throughout their length by � ' s the responsibility of the erector.Additional permanent bracing o/ continuous sheathingsuch as plywood sheathing(TC)p y g(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON /�� 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. p Cr./ SEQ. : 60513 25 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, /76,7.11, O'\D A" design loads be applied to any component. and are for"dry condition"of use. "14, 2 �"� TRANSI D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. tt` fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. �P R 1 1.-� 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center [II I I 1111 1111 I III II III TPINYTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. f 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 UM IThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-217) 192 3-4=(-115) 66 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: 12.0° 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 377V -79/ 216H 5.50" 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5,50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2' -242/ 398V 0/ OH 1,50" 0.51 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 2.0" -108/ 58V 0/ OH 1.50" 0.09 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD, TOP ICOND. 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 = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.074" @ 2'- 9.2" Allowed = 0.481" �) MAX TC PANEL TL DEFL = -0.073" @ 2'- 11.9" Allowed = 0.722" 1 MAX HORIZ. LL DEFL = -0,003" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.003" @ 5'- 11.2" 10,00V �� NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l,6, oTruss designed for wind loads in the plane of the truss only. 40 co r-- vo� ,I/ 12'°/ 5�� -,, M-3x4 1, - y y 1-00 6-00 1-02 1PROVIDE FULL BEARING:Jts:2,5,3,41 - � ,° PR°res JOB NAME : POLYGON PLAN 5-D NHCJ6 Scale: 0.4578 ‹.. GAN s, WARNINGS: GENERAL NOTES, unless otherwise noted: 'k" 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 920..OP E { Truss: CJ 6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2e4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,/t'r 1 s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). +' ni,' '' CC- DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ oREGaN 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '� 4,/ SEQ. : 6051326 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, Gf "r7q Q1\1h '�• design loads he applied to any component. and are for"dry condition"of use. 4 14 Z P.:7 TRANSI D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown.Shim or wedge if necessary. R R11- \ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center II I I III III III III 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. n 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 IIF I I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.1" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-7=(-114) 160 7-6=! 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.0. 2-3=(-236) 46 6-8=(-149) 206 6-3=( 0) 51 WEBS: 2x4 KDDF STAND 3-4=(-165) 126 3.8=(-229) 165 LOADING 4-5°) -62) 26 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: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -29/ 387V -80/ 217H 5.50" 0.62 KDDF ( 625) Connector plate prefix designators: 5'- 7.5" -16/ 131V 0/ OH 5.50" 0.21 KDDF ( 625) C,CN,C18,3N18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2' -147/ 230V 0/ OH 1.50" 0.29 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 2.1" -18/ 11V 0/ OH 1.50" 0.02 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP (GOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' MAX LL DEFL = 0.006" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.008" @ 2'- 3,8" Allowed = 0.339" 7-02-01 MAX HORIZ. LL DEFL = -0.008" @ 5'- 7.5" "( >( MAX HORIZ. TL DEFL = 0.009" @ 5'- 7.5' -/ NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. it 0 Design conforms to main windforce-resisting system and components and cladding criteria. t; 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, Truss designed for wind loads in the plane of the truss only. 12 `, 10.00 V/ M-4x6 co10 M 3x4c, r A1111114 %_ a '� 1��j'�LM M-3 x 4 a �u7 c N 7 M-1.5x3 -/Q c o M-3x4 y r )- 2-03-12 3-08-04 J, y y 1-00; 2-05-08 4-08-09 y y 6-00 1-02-01 [PROVIDE FULL BEARING:Jts:2,8,4,5) R JOB NAME : POLYGON PLAN 5-D NH - CJ6C c..' ''+N ofiEss, Scale: 0.3413 �\ ��`/5/1r (�� WARNINGS: GENERAL NOTES,unless otherwise noted: . ��jj [�7C� �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 =l2 Q f_[:. Truss: CJ 6C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. - 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at r DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /'r 4 " s the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC) ,' w`" py g(TC)and/ordrywall(BC). t�... DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ n I�`i' 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '7 OREGON Llj SEQ. : 6051327 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- tilq "\I)` A,. design loads be applied to any component. and are for"dry condition"of use. 0 ) 1 d 2.()0. fabrication, TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility far the 6.Design assumes full bearing at all supports shown.Shim or wedge if t1 �`_ fabrication,handling,shipment and installation of components. necessary. /�/' 7. F?R y i L Design assumes adequate drainage is Provided. 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 II III IIIA PINIII I I 1111 1111 III TPINVTCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 9.Digits indicate size of plate in inches. 10. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 II 1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 4.4" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&8TR SPACED 24.0" O.C. 2-3=(-266) 237 3-4=( -90) 38 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: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -93/ 249H 5.50" 0.61 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -226/ 355V 0/ OH 1.50" 0.45 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 4.4" -14/ 22V 0/ OH 1.50" 0.03 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 1COND. 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 = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0,003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.118" @ 2'- 11.7" Allowed = 0.481" �) MAX TC PANEL TL DEFL = 0.104" @ 2'- 11.7" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.003" @ 8'- 3.7" MAX HORIZ. Ti DEFL = -0.003" @ 8'- 3.7" 12/ 2 NOTE:Design assumes moisture content does not exceed 19V at time of manufacture, 10.00 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, M':AS(Dir), o load duration factor=1.6,designed for wind loads Q in the plane of the truss only. cr 'f r e7 C o,� / 51.7...:-.--..1 -1 0 ,- M-3x4 I ; y y y 1-00 6-00 2-04-07 [PROVIDE FULL BEARING:Jts:2,5,3,4I P JOB NAME : POLYGON PLAN 5-D NH - CJ7 �-�� N� ass, Scale: 0.4129 '\ ��'/5//r o� WARNINGS: GENERAL NOTES,unless otherwise noted: 4t- .7 /� 7' � /� I 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual =9 .•ll E Truss: CJ 7 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by i " s the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing"' p y g(TC)and/or drywall(BC). • DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ q. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -3 A_OREGON Co SEQ. : 605132S 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 21 \� design loads be applied to any component. and are for"dry condition"of use. �6 r 1 Z' .'�- TRAN S I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design ar assumes full bearing at all supports shown.Shim or wedge if �} fabrication.handling,shipment and installation of components. necessary. /� �R y} �! 7.Design assumes adequate drainage is provided. Vr 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 II' IIII I I III I I I II I III TPIANTCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. III III 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:q 1 2/31/2015 110 II III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 4.4" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 1-2=) 0) 72 2-7=(-115) 164 7.6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-235) 82 6-8=(-149) 211 6-3=( 0) 51 WEBS: 2x4 KDDF STAND 3-4=(-216) 173 3-8=(-234) 166 LOADING 4-5=( -68) 31 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 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -29/ 386V -93/ 249H 5.50" 0.62 KDDF ( 625) Connector plate prefix designators: 5'- 7.5" -19/ 131V 0/ OH 5.50" 0.21 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -158/ 243V 0/ OH 1.50" 0.31 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 8'- 4.4" -34/ 53V 0/ OH 1.50" 0.08 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP COND, 2: Desis c en -d a et -5 "s u. ' at 4 "oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/18O MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.006' @ 2'- 3.8' Allowed = 0.254" MAX TL CREEP DEFL = -0.008" @ 2'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.008" @ 5'- 7.5" 8-04-07 MAX HORIZ, TL DEFL = 0.009" @ 5'- 7.5' T l' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. >71 Wind: 140 mph, hn22.7ft, TCDL=4.2,BCDL=6"0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), loaddurationfactor=l.6,Truss designed for wind loads in the plane of the truss only, cDIiiiiiiiibb co 10 MIIMMEMMENE u) 8" �o,. o M-1.5x3 o3x" o 2-03-12 3-08-04 J 1' y /, 1.00) 2-05-08 5-10-1 6-00 2-04-07 [PROVIDE FULL BEARING;Jts:2,8,4,5I JOB NAME : POLYGON PLAN 5-D NH - CJ7C ,\<<---' -s,, �N��7�,��s, Scale: 0.3027 C\ V7/5// I (�� WARNINGS: GENERAL NOTES, unless otherwise noted: �� ( p-c �1y CJ7C 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual =1'aC�,t,�f C. Truss: 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. Ale 2.Design assumes the top and bottom chords to be laterally braced at a DES. BY: L J 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �R`r �-,,,, " s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). a'^" ",` DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ` OREGON ' 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -� Col SEQ. : 6051329 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, 17 A.qI N A,. design loads be applied to any component. and are for"dry condition"of use. /4 ) 4 20 TRANS I D: 407 540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if , fabrication.handling,shipment and installation of components. necessary. 4,/4 7 R t` . Design assumes adequate drainage is provided. PRIt-\- 6.This design is furnished subject to the[irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II I III II II I III III I I I I III TPIM/TCA In BCSI.copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-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'- 6,9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-319) 286 3-4=(-102) 45 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: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 376V -107/ 284H 5.50" 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11,2" -250/ 379V 0/ OH 1.50" 0.48 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 6.9" -53/ 77V 0/ OH 1.50" 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF 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 = -0.002" @ -1'- 0.0" Allowed = 0.100" y MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0,133" MAX TC PANEL LL DEFL = 0.067" @ 3'- 4.9" Allowed = 0,481" �� MAX TC PANEL TL DEFL = -0.075° @ 3'- 2.4" Allowed _ 0.722" I MAX HORIZ. LL DEFL = -0.004" @ 9'- 6.1' MAX HORIZ. TL DEFL = -0.004" @ 9'- 6.1" NOTE:Design assumes moisture cor.ttnt does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 10.00 V system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE ;-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFPS(Dir), �1 load duration factor=1.6, o Truss designed for wind loads ✓ in the plane of the truss only. 0 co Co 7,- .4- c.„- ,- o I 5r=. -/ O M-3x4 y v ), y 1-00 6-00 3-06-14 (PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME : POLYGON PLAN 5-D NH - CJ8 5-‹'<- PN�,c�Si Scale: 0.3715 \ � 5// / '(, WARNINGS: GENERAL NOTES,unless otherwise noted: 7t-, �+ p 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual =92 0 0 P E i✓ Truss: CJ 8 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. Ale 4- 2.Design assumes the tap and bottom chords to be laterally braced at DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,,yl`� 0 " s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ✓ �" , r t CC' DATE: 9;5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4/ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 j(/ SEQ. : 505 330 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` �� a� design loads be applied to any component. and are for"dry condition'of use. !t 4 2 TRANSI D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bear ng at all supports shown.Shim or wedge if tJ fabrication,handling,shipment and installation of components. necessary. /1/ R`�� j 7.Design assumes adequate drainage is provided. t ' 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II III 1/11 101 1111111101 1E111 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. 10. MiTek USA.Inc./CompuTrus Software 7.6.6(10-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2013 ii I IThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=) 0) 72 2-60(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-374) 304 3-4=(-142) 57 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -56) 0 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: 12.0" 9.2" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 376V -117/ 331H 5.50" 0.60 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 68V 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" -258/ 391V 0/ OH 1.50' 0.50 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10'- 0.0" -129/ 191V 0/ OH 1.50" 0.24 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 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 = -0.002' @ -1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.001" @ 10'- 9.2" Allowed = 0.077" MAX TL CREEP DEFL = -0.001" @ 10'- 9.2' Allowed = 0.103" MAX TC PANEL LL DEFL = 0.064" @ 3'- 4.9" Allowed = 0.481" 0 MAX TC PANEL TL DEFL = -0.072" @ 3'- 2.4' Allowed = 0.722" MAX HORIZ. LL DEFL = -0.006" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.006' @ 9'- 11.2" 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 10.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. cn Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, t,� o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=l.6, a Truss designed for wind loads rn in the plane of the truss only. r � o 6'='''' a M-3x4 y y , 1-00 6-00 4-09-04 UPROVIDE FULL BEARING:Jts:2,6,3,4) _co PROFer, JOB NAME : POLYGON PLAN 5-D NH CJ9 , Scale: 0.3424 � �5%! °� WARNINGS: GENERAL NOTES,unless otherwise noted: /� ^�' "9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual =92 0 r E Truss: CJ 9 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. / ,per 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �/'♦ w s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �' 1C DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �L 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '� OREGON CoSEQ. : 60 513 31 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� �� ON� TRANS I D: 407540 design loads be applied to any component. and are for"dry condition'of use. 6. 0 4 '� ��- 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. /1 1,R I` 7.Design assumes adequate drainage is provided. rl 1 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111 011111 I 11111111 III TPINVTCA 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-1968(MiTek) EXPIRES. 12/31/2015 IIII DI 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 k1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-411) 381 3-4v(-192) 140 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -55) 29 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 376V -134/ 356H 5.50" 0.60 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2' 0/ 68V 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" -261/ 380V 0/ OH 1.50" 0.49 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -137/ 194V 0/ OH 1.50" 0.25 KDDF ( 625) 11'- 11.7" -30/ 49V 0/ OH 1.50" 0.08 KDCF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. rCOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 0 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 = 0.067" @ 3'- 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.075" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.007" @ 11'- 10.9' ;� MAX HORIZ. TL DEFL = -0.007" @ 11'- 10.9' NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.00 V Design conforms to main windforce-resisting V system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, cn (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), • load duration factor=l.6, v Truss designed for wind loads !i o o in the plane of the truss only. r 4f- 1.01 CD M-3x4 y y )- y 1-00 6-00 5-11-11 1ROVIDE FULL BEARING:Jts:2,6,3,4,5) 4'` 0 P R()FF JOB NAME : POLYGON PLAN 5-D NH - CJ 10 Scale: 0.3221 �s.p..,t INS s/6 WARNINGS: GENERAL NOTES,unless otherwise noted: , � /1 it 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 =9210 P E ti✓ Truss: CJ 1 O 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. AO .,' ' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at V 2'o.c.and at 10'o.c.respectively unless braced throughout their length by x "•-- DES. B, . LJ s the responsibility of the erector.Additional permanent bracing of ,r !- continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r CC DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OR EGQN 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. Co SEQ. : 605133 2 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/ �-1,y \t`�, design loads be applied to any component. and are for"dry condition"of use. 7 1 4 2, t TRANSI D: 4 07540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if r necessary. f`/ R A l 0.- fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is Provided. NIP 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 II IHI II I II III III III 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 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:1 2 r•31/201 5 - EXPIRES:fl C J GV 110 II IIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 1.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 72 2-6=(0) 0 BC: 2x4 KDDF N18&BTR SPACED 24.0" 0.C. 2-3=(-454) 427 3-4=(-246) 188 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=( -77) 55 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12,0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0° -23/ 377V -148/ 392H 5.50" 0.60 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 68V 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' -262/ 373V 0/ OH 1.50" 0.48 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -169/ 239V 0/ OH 1.50" 0.31 KDDF ( 625) 13'- 1.6" -60/ 90V 0/ OH 1.50" 0.14 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" / MAX TL CREEP DEFL = -0.003" @ -1'- 0,0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.068' @ 3'- 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.077" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.008" @ 13'- 0.9` MAX HORIZ. TL DEFL = -0.008" @ 13'- 0.9' NOTE:Design assumes moisture content does i not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 10.00 system and components and cladding criteria. Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. r (-," CD M-3x4 i ) y 1-00 6-00 7-01-10 [PROVIDE FULL BEARING:Jts:2,6,3,4,51 JOB NAME : POLYGON PLAN 5-D NH - CJ 11 • �•��, 0 PN oFfi Scale: 0.2976 4Cf\ . /5/ 5,0l' WARNINGS: GENERAL NOTES,unless otherwise noted: CC' , 9`, 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 = J20.0RE Truss: CJ 11 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. Ale . 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: U 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /'c is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC) A' ." p y g(rC)and/or drywall(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown-,+ OREGON //'�"� 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7W SEQ. : 6 051333 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4- °7.i s, co �. design loads be applied to any component. and are for"dry condition"of use. Q 7 1 d `T- TRAN S I D. 407540 ' 5.CompuTrus has no control over and assumes no responsibility for the 6. and assumes full bearing at all supports shown.Shim or wedge If (yam fabrication,handling,shipment and installation of components. necessary. M£j JR ` �l,e 7.Design assumes adequate drainage is provided. t ' 6.This design is furnished subject to the Fmitations set forth by B.Plates shall be located on both faces of truss.and placed so their center MI I 01111 I VIII I IIII IIII 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 231/2015 ii. IThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.5=(0) 0 BC: 2x4 KDDF #1&BTA SPACED 24.0" O.C. 2-3=(-336) 304 3-4=)-109) 56 TC LATERAL SUPPORT <= 12"0C, UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 375V -111/ 296H 5.50" 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -261/ 392V 0/ OH 1.50" 0.50 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.8' -64/ 93V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP OND. 2: Design checked for net(-5 nsf) uplift at 24 "on spacinq.j AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002° @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.064" @ 3'- 4.9" Allowed = 0.481" �1 MAX TC PANEL TL DEFL = -0.072" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.005" @ 9'- 11.0" MAX HORIZ, TL DEFL = -0.005" @ 9'- 11.0" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 10.00 7 system and components and cladding criteria. Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, it Truss designed for wind loads in the plane of the truss only. coc CO el vt cv 1 00.1111111111111°.°M-3x4 y y y y 1-00 6-00 3-11-12 1PROVIDE FULL BEARING;Jts:2,5,3,41 ��,�� s 0 P R ox . �� JOB NAME : POLYGON PLAN 5-D NH - CJ12 GIN Scale: 0.3645 ,'\ 'V'/5// ' �� 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 9210 P E 't Truss: CJ12 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. •� 2.Design assumes the top and bottom chords to be laterally braced at . • 3.Additional temporary bracing to insure stability during construction 0 - 3 DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ", `,� DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON /�" 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. `�.l SEQ. : 60513 34 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- 7q I ONS design loads be applied to any component. and are far"dry condition"of use. 4 f 7 4 2, �`�- TRANSI D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication.handling,shipment and installation of components, necessary. � '�R`j 7. Design assumes adequate drainage is provided. 1 4 6.This design is furnished subject to the!irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II III IIII 101 III 11111 1111 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 1o.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31/2015 II I III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-249) 222 3-4=( -91) 37 TC LATERAL SUPPORT <= 12"OC. VON. LOADING BC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -88/ 238H 5.50" 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -223/ 356V 0/ OH 1.50" 0.46 KDDF ( 625) M,M2OHS,Mi8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.6" -14/ 3V 0/ OH 1.50" 0.01 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc !pacing.] AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed ,- 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.095" @ 2'- 11.8" Allowed = 0.481" 0 MAX TC PANEL TL DEFL = -0.077" @ 3'- 2.4" Allowed = 0.722" 1 MAX HORIZ. LL DEFL = -0.003" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.003" @ 7'- 10.9" 12 NOTE:Design assumes moisture content does 10,00 V not exceed 19`b at time of manufacture. 0Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4,2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, o Truss designed for wind loads CD in the plane of the truss only. ti co T/- ni Q M-3x4 y ) J y 1-00 6-00 1-11-10 (PROVIDE FULL BEARING;Jts:2,5,3,4] JOB NAME : POLYGON PLAN 5-D NH - CJ 13 �, ."(, PN OF �v% Scale: 0.4253 c\ '7/5//r O� WARNINGS: GENERAL NOTES,unless otherwise noted: 'Ct.', • 7 E 1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual =92 1 0 P Truss: CJ 13 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. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during constructione 46410110.' " DES. BY• LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '. tc. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. '37 ; Co SEQ. : 60513 35 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, it-- A� \b` As design loads be applied to any component. and are for"dry condition"of use. c s /' 1 4 2 + TRANSI D: 407540 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`- necessary. �`r�R fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. RIO, 6.This design is furnished subject to the'irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111 VIII ILII I II (III I EH II III TPIIWTCA 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 IIII I I III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF,Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF N1&BTA SPACED 24.0" O.C. 2-3=(-137) 115 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10,0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 402V -66/ 184H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 76V 0/ OH 5.50' 0.12 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.6" -107/ 168V 0/ OH 1.50" 0.27 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 IAC 2012 NOT BEING MET. �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5-11-10 MAX TC PANEL LL DEFL = 0.160' @ 3'- 7.2" Allowed = 0.478" MAX TC PANEL TL DEFL = -0.144" @ 3'- 4.8" Allowed = 0.718" - MAX HORIZ" LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" w NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.00 7 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, Truss designed for wind loads o in the plane of the truss only. -I- c, to co v .1411 ooh 11.-71 41111.-t M-3x4 y . 1-00 6-00 (PROVIDE FULL BEARING:Jts:2"4,31 JOB NAME : POLYGON PLAN 5-D NH - CJ14 �-‹'(,. o Fon Scale: 0.4821 �� V775//r 22 l' WARNINGS: GENERAL NOTES,unless otherwise noted: J 7 -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 individual92$O P E 1-- Truss: CJ14 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. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction �r DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �A', �1!►i ' s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). CC a' DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON /� :45 .. 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. 9 t(/ SEQ. : 6051336 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.. -q ©\�` design loads be applied to any component. and are for"dry condition"of use. 0 14 I. ,... ,:r" TRANS I D: 4 07540 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. 11/7' ?R } 7.Design assumes adequate drainage is provided. 4 6.This design is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss.and placed so their center 11111111111111 II II Iin 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(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31/2015 III I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF•#1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-133) 112 TC LATERAL. SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED ?RG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0° -32/ 398V -64/ 180H 5.50" 0.64 KDDF ( 625) 5'- 9.0° -108/ 165V 0/ OH 1.50" 0.26 KDC' ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 75V 0/ OH 5.50" 0.12 KDRF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M15HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. COND. 2: Design checked for net -5 .sf uplift at 24 'oc :pacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/18C BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.141" @ 3'- 6.1" Allowed = 0.465" 5-09-12 MAX TC PANEL TL DEFL = -0.129' @ 3'- 3.8" Allowed 0.697" MAX HORIZ. LL DEFL = -0.002" @ 5'- 9.0" MAX HORIZ. TL DEFL = -0.002" @ 5'- 9.0" NOTE:Design assumes moisture content does 12 ° not exceed 19% at time of manufacture. 10.00 V Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.6ft, 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 so in the plane of the truss only. ,- 0.1 c1 0 SO C7 c o,,--- . 4►� M-3x4 y y )- 1-00 6-00 !PROVIDE FULL BEARING;Jts:2,4,3) JOB NAME : POLYGON PLAN 5-D NH - CJ 15 . '.°- 0 �N°'bbb�fis�,", Scale: 0.4840 C. 5 //r �� WARNINGS: GENERAL NOTES,unless otherwise noted: �� . ! j �+ 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 = 'u. O P E Truss: CJ 1 5 and Warnings before construction commences. building component.Applicability of design parameters and proper ncor oration of component Is the responsibility of the buildingdesigner.2.2x4 compression web bracing must be installed where shown+. P p° P h t w, 2. Design assumes the top and bottom chords to be laterally braced at .,....- DES. BY: LJ 3.Additionalrestemporary bracing to insure stability during construction -- 2'o.c.and at 10'o.c,respectively unless braced throughout their length by `, �,/i'"'" s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,.+' n. DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 0� �,0� Co� 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. `� la C SEQ. : 6051337 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� �-1).- TRANS t. � design loads be applied to any component. and are for"dry condition"g use. 0 r 1 4 2-()\ �"�- TRAN S I D: 407540 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. �i �R ` 7.Design assumes adequate drainage is provided. 4 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111 I 11 1 IIII VIII III II 111111111 TPI/WTCA In BCSI,copies of which will be furnished upon request. lines codicat 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 i IThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF!Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-89) 81 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -27/ 345V -44/ 130H 5.50" 0.55 KDDF ( 625) 3'- 10.2" -125/ 134V 0/ OH 1.50" 0.21 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 58V 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 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3-10-15 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.082" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.109" T MAX TC PANEL LL DEFL = 0.024" @ 2'- 1.8" Allowed = 0.300" MAX BC PANEL TL DEFL = -0.035" @ 3'- 1.4" Allowed = 0.339" 12 10.00 7 MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.2" MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.2" A NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20,8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, r (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads co in the plane of the truss only. co �� o ►�� MEEN 4 M-3x4 J, y )- 1-00 'PROVIDE FULL BEARING:Jts:2,3,4I 6-00 JOB NAME : POLYGON PLAN 5-D NH - CJ 16 5K'c., �N�`��0n Scale: 0,5878 5\ '7/5/if` �� 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 =721L0 F E Truss: CJ 16 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 at40110, DES. B Y: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ��+ 411114111.P P tY 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON Co No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. `�.! SEQ. : 6051338 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/h' q c)\ -L_ design loads be applied to any component. and are for"dry condition"of use. V 1 4 2- `�y.� TRANSI D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. /1 R y} fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. 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 I II III I I 1111 I II III TPIMITCA In BCS',copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6)1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 I I IThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF'Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-137) 115 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 ERG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 402V -66/ 184H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.6" -107/ 168V 0/ OH 1.50" 0.27 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M',3HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5 11-10 MAX TC PANEL LL DEFL = 0.160" @ 3'- 7.2" Allowed = 0.478" MAX TC PANEL TL DEFL = -0.144" @ 3'- 4.8' Allowed = 0.718" -, MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9' MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" �I NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.00 7 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, Truss designed for wind loads o in the plane of the truss only. v 0 in co r/- C O� 4� .., M-3x4 ; 1, 1-00 6-00 i 'PROVIDE FULL BEARING;Jts:2,4,3' JOB NAME : POLYGON PLAN 5-D NH - CJ 17 -‹'(, N�p�`�� Scale: 0.4821 �\ (�7/5//r Q� 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 =92 0 F�E Truss: CJ 17 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. Ail,' - 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. B Y: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �A'r �/1�"" s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). a'" p' �y DATE: 9/5/2014 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 (/ SEQ. : 60513 39 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- � design loads be applied to any component. and are for"dry condition"of use. �Q "13, 14 Zc)\ �4.. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6. and assumes dull bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. /� �R 5 7. Design assumes adequate drainage is provided. PRIt.. .. 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 VIII I II II I I I VIII I II I I III TPI/WTCA in BCS',copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 III p IThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 3.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KODF #16BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 84 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-69) 26 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: 20.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" •132/ 478V -12/ 83H 5.50" 0.77 KDDF ( 625) 1'- 9.2" -86/ 45V 0/ OH 5.50" 0.07 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 3.8" -36/ 78V 0/ OH 1.50" 0.12 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL !COND. 2: Design checked for net(-5 psf) uplift at 24 "so spacing.1 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 6.00 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.019" @ -1'- 8.0" Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0,021" @ -1'- 8.0" Allowed = 0.222" MAX TC PANEL LL DEFL = 0.004" @ 1'- 5.5" Allowed = 0.204" MAX TC PANEL TL DEFL = 0.004" @ 1'- 4.3" Allowed = 0.307" MAX HORIZ. LL DEFL = -0.000" @ 3'- 3.0" -/ MAX HORIZ. TL DEFL = -0.000" @ 3'- 3.0" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. T Wind: 140 mph, h=20ft, TCDLc4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), CD load duration factor=1.6, N Truss designed for wind loads in the plane of the truss only. C.,, o _ ox � 2 < 4:::>-<, M-3x4 1 1-08 2-00 1-03-12 !PROVIDE FULL BEARING;Jts:2,4,3I JOB NAME : POLYGON PLAN 5-D NH - CSJ1 �':°4-' o,��ss/ Scale: 0.8191 ��\ '1/5//1' o WARNINGS: GENERAL NOTES,unless otherwise noted: * n 77�� + 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 =92Q.0 R E 1 - Truss: CSJ 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 a[ DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r �F " s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „Amp. lt DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON /�``"� 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. t[./ SEQ. : 6051341 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, G- wu k design loads be applied to any component. and are for"dry condition"of use. /6 14 24 �r. TRANS I D: 407 540 5.CompuTrus has no control over and assumes no responsibility for the 6. and assumes full bearing at all supports shown.Shim or wedge if necessary. M R ti L fabrication,handling,shipment end installation of components. 7,Design assumes adequate drainage is Provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II III VIII 101 III II 1111 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(10-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/20 1 5 11111 II III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 7.7" IBC 2012 MAX MEMBER FORCES 4WR/DDFfCq=1.00 TC: 2x4 KDDF tf16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C, 2-3=(-117) 53 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 BAG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS' 20.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -98/ 461V -25/ 134H 5.50" 0.74 KDDF ( 625) 1'- 9.2" -65/ 193V 0/ OH 5.50" 0.31 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 7.7" -75/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) C,CN,C18,C08 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (COND. 2: Design checked_for net(-5 psf) uplift at 24 "on 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 = 0.019" @ -1'- 8.0" Allowed = 0.167' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX BC PANEL LL DEFL = 0.004" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.005" @ I'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 6'- 7.0" 12 3 -/ MAX HORIZ. TL DEFL = -0.001" @ 6'- 7.0" 6.00 I77- NOTE:Design assumes moisture content does I� not exceed 19% at time of manufacture. ,� Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.9ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 000 C., 0) v 0 o� 21000 411000 M-3x4 1-08 2-00 4-07-12 'PROVIDE FULL BEARING;Jts:2,4,3; JOB NAME : POLYGON PLAN 5-D NH CSJ 2Scale: 0.5840 GINS / WARNINGS: GENERAL NOTES,unless otherwise noted: �� fir" 1.Builder and erection contractor should be advised of all General Notes 1,This design Is based only upon the parameters shown and is for an individual =92 0 P E Truss: CSJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 440111111119 , 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /'„ .ti�'�" PIP DES. BY: LJ s the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC) ry ( ) DATE: 9/5/2014 pv g(TCsown+ wall BC. the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ O�EG�N ��" 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. -7 4./ SEQ. : 6051342 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- '" \� iC design loads be applied to any component. and are for"dry condition"of use. /� �! 14 �� - TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown.Shim or wedge if r} fabrication,handling,shipment and installation of components. necessary. �r R 1 i V 7.Design assumes adequate drainage 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 110111111 I I 01111 III II III TPI/WTCA in BCS',copies of which will be furnished upon request lines coincide with joint center lines. 9. Digits indicate size of platete 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 31/ 015 II III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18,BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-10=(-1663) 4302 10- 3=( -341) 1053 7-15=(-233) 532 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4933) 1929 10-11=(-1542) 3951 3-11=( -803) 466 15- 8=(-245) 335 WEBS: 2x4 KDDF STAND; 3- 4=(-3524) 1351 11-12=(-1082) 3153 11- 4=( 0) 366 2x4 DF STAND A LOADING 4- 5=(-2875) 1233 12.13=) -838) 2581 4-12=( -703) 297 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF 5. 6=(-2533) 1289 13-14=( -435) 1782 12- 5=( •313) 1029 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2407) 1190 14-15=) -776) 2345 5-13=(-1362) 727 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42,0 PSF 7. 8=(-3043) 1369 15- 9=(-1050) 2742 13- 6=( -522) 1020 8- 9=(-3238) 1327 6-14=1 -372) 1119 OVERHANGS: 20.0" 0.0" LL = 25 PSF Ground Snow (Pg) 14- 7=( -708) 530 Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -347/ 2034V -248/ 258H 5.50" 3.25 KDDF ( 625) 43'- 9.0" -274/ 1837V 0/ OH 5.50' 2.94 KDDF ( 625) JT 9: Heel to plate corner = 2.25" 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 = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.267" @ 14'- 6.0" Allowed = 2.142" MAX TL CREEP DEFL = -0.490" @ 14'- 6.0" Allowed = 2.856" MAX HORIZ. LL DEFL = 0.120" @ 43'- 3.5' 22-00 21-09 MAX HORIZ. TL DEFL = 0,199" @ 43'- 3.5" 1" T "1 NOTE:Design assumes moisture content does 2-09 5-10-08 6-04-08 7-00 7-06-15 7-01 7-01-01 not exceed 19% at time of manufacture. T T T f T T T T 12 12 Design conforms to main windforce-resisting 6.00 D M-4x6 system and components and cladding criteria. Q 6.00 4.0" Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 (All Heights), Enclosed, Cat.2, Exp.B, MWFp9(Dir), M 5X8(S) load duration factor=1.6, Truss designed for wind loads • in the plane of the truss only, M-3x4 0.25" M-5x6(5) e..-\1011o 0.25" M-1.5x3 M-3x5 M3x10 ro f M-3x10 0 ct- M 5x8 11 tz '�`��^�: :;:; = A 0 2 M-3x4 M-5x10 13 0.251"4 15 9 0 c) M 5x6 M-3x4 0 - 2.75 **2X WEDGE M-5x8(S) 12 W/(2) M-3X4 TYP. 2.75 0 y y ,i' ),12 y y y -05-0 5-10-08 6-02y2-00y 9-05-15 8-11-05 8-09-12 , ,-05-08 12-00-08 2-00 27-03 1-08 43-09 JOB NAME : POLYGON PLAN 5-D NH - D1 -(c �1P.N.- � w�oF��61 Scale: 0.1397 � � /5// (� WARNINGS: GENERAL NOTES,unless otherwise noted: "1 �E S`- 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual =92 01� 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. 41, .,w 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ../ DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by +rl is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '•j� Co SEQ. : 6051343 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 XI), O\� design loads be applied to any component. and are for"dry condition"of use. 1 a � TRANS I D: 407540 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 ,..„,:r fabrication,handling,shipment and installation of components. necessary. M��R 4 y l- , V 7.Design assumes adequate drainage is provided. ` 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss.and placed so their center I III I II Iii II I IIII 1111 IIIIIIIIII IIITPIANTCA in BCSI,copies of which will be furnished upon request lines coins de with joint center lines. li9. Digits indicate size of plate In inches. 10.MITek USA,Inc./CompuTrus Software+7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015/2015 III I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-09-00 STUB HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDFICq=1.00 TC: 204 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=1 0) 84 2-15=(-2614) 8670 15- 3=( -370) 1254 2x6 KDDF #1&BTR T2, 13 2- 3=(-10024) 3052 15-16=(-2336) 7040 15- 4=( -248) 1598 BC: 2x6 KDDF #1&BTR LOADING 3- 4=( -9298) 2850 16-17=(-3184) 8740 4-16=( -394) 310 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( -7446) 2614 17-18=(-3194) 8672 16- 5=( -650) 2246 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 0.0" V 5- 6=( 0) 0 18-19=(-3358) 8934 16- 7=(-2736) 1248 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 10'- 0.0" TO 34'- 0.0" V 5- 7=( -6642) 2370 19-20=(-3010) 8132 7-17=( -444) 1282 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 34'- 0.0" TO 43'- 9,0" V 7. 8=( -8830) 3350 20-14=(-1912) 5602 17- 8=( -244) 878 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 43'- 9.0" V 8- 9=( -8444) 3242 18- 8=(-1376) 636 9-10=( -8660) 3238 18- 9=( -616) 326 NOTE: 2x4 BRACING AT 24"0C UON. FOR TC CONC LL( 416,7)+DL( 116.7)= 533.3 LBS @ 10'- 0.0" 10-12=( -5882) 2108 9-19=( -502) 480 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 34'- 0.0" 11.12=) 0) 0 19-10=( -182) 968 12-13=( -6614) 2320 10-20=(-2810) 1316 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13.14=( -6546) 2252 12-20=( -498) 1858 OVERHANGS: 20.0" 0.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20-13=( -192) 394 ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 1OPSF 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,CI8,CN18 (or nno prefix) = CompuTrus, Inc 0'- 0.0" -1151/ 3765V -104/ 113H 5.50" 6.02 KDDF ( 625) M,M2OHS,M18HS,M16 Mpek MT series ( 2 ) complete trusses required. 43'- 9.0" -1096/ 3584V 0/ OH 5.50' 5.73 KDDF ( 625) Join together 2 ply with 3"x.131 DIA GUN '- 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,)0( VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 2 rows) throughout 2x6 bottom chords, MAX LL DEFL = 0.005" @ -1'- 8.0" Allowed = 0.167" 9' oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.005" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = -0.300" @ 22'- 8.7" Allowed = 2.142" MAX TL CREEP DEFL = -0.594" @ 22'- 8.7" Allowed = 2.856" MAX HORIZ. LL DEFL = 0.109" @ 43'- 3.5" MAX HORIZ. TL DEFL = 0.180" @ 43'- 3.5' 9 11 11 24-00-10 9-08-11 NOTE:Desi n assumes moisture content does 3-02-03 0-0fi 11 2-03-08 5-11-03 0-06-11 4-10-02 not exceed 1st at time of manufacture. 1'1' '' '( f '( 'ti' Tf Design conforms to main windforce-resisting 2-07-0 3-07-09 4-02-13 6-02-11 5-04-08 4-03-14 system and components and cladding criteria. T T T fT f T ,r T TT T Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE r-10, 9-10-08 9-07-08 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f 12 y,533.30# M-3x4 4533.30# T load duration factor=1.6, M-7x8(S) 12 Truss designed for wind loads 6.00 I .. M-4x8M-5x6 4 6.00 in the plane of the truss only. 5 6 M-3x5 e 0 X25" M-10x5 11 2 T2_ y 3.. M-3x4 M-1,5x3 M-1.5x3 + 3 cn M-3x10 / mm CD M-3x8 in _40 MP, 15 , iiiiiii.„Tw, mm 1 M-7x10 M-3x8 M-7x8 18 D.251"s 20 *14 0 **2X WEDGE M-7x10 - 0 M 7x8(S) M 3x8 2.75 W/(2) M-3X4 TYP. 2.75 12 12 r y r ), r r r r -05-0 6-09-12 5-02-12 ),2.00), 9-02-04 9-00-08 9-00-04 y 2-05-08 12-00-08 2-00 27-03 y 1-08 43-09 JOB NAME : POLYGON PLAN 5-D NH - DH1 �,�``'�� N dFfi r, Scale: 0.1467 � , 5//r Q� WARNINGS: GENERAL NOTES,unless otherwise noted: *[[�� . va 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 =J2 O P E Truss: DH1 and Warnings before construction commences, building component.Applicability of design parameters and proper incorporation of component is the responsibility of the buildingdesigner. Ai,' . 2.2x4 compression web bracing must be installed where shown+, P° P P Y t 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c,respectively unless braced throughout their length by �i'r a/At�" is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC) /� �" py g(TC)andlordrywall(BC). DATE: 9/5/2014 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. y QREGC}IN ((/ SEQ. : 6051344 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. - a\b' design loads be applied to any component. and are for"dry condition"of use. h ) 1 4 0 �$ TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6. and assumes full bearing at all supports shown.Shim or wedge if V necessary. /1/,' fabrication,handling,shipment and installation of components. 7, Design assumes adequate drainage is provided. P R 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 110I I II II I I I III I I III III TPI/WTCA In BCSI,copies of which will be furnished upon request. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)E lines coincide with joint center lines. 9.Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31/2015 III II III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-15=(-1943) 4359 15- 3=( -193) 596 2x6 KDDF #1&BTR T2, T3 SPACED 24.0" 0.0. 2- 3=(-5055) 2323 15-16=(-1536) 3431 15- 4=( -422) 947 BC: 2x6 KDDF #1&BTR 3- 4=(-4703) 2253 16-17=(-1804) 4102 4-16=( -367) 244 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-3503) 1741 17-18=(-1726) 4096 16- 5=( -445) 1192 LL( 25,0)+DL( 7,0) ON TOP CHORD = 32,0 PSF 5- 6=( 0) 0 18.19=(-1757) 4235 16- 7=(-1321) 632 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-3092) 1593 19-20=(-1689) 3826 7.17=( -142) 657 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-4148) 2081 20-14=(-1308) 2765 17- 8=( -297) 376 8- 9=(-3989) 1950 18- 8=1 -633) 396 LL = 25 PSF Ground Snow (Pg) 9-10=(-4094) 1897 18- 9=( -318) 152 NOTE: 2x4 BRACING AT 24"0C UON. FOR 10-12=(-2734) 1406 9-19=( -256) 201 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=( 0) 0 19-10=( -53) 491 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=(-3119) 1526 10-20=(-1364) 635 13-14=(-3258) 1577 12-20=( -375) 1004 OVERHANGS: 20.0" 0.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP 20-13=( -29) 218 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon), LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. See approved plans 0'- 0.0" -405/ 2034V -104/ 113H 5,50" 3.25 KDCF ( 625) g P 43'- 9.0" -337/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc sooting./ VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.329" @ 22'- 8.7" Allowed = 2.142" MAX TL CREEP DEFL = -0.571" @ 22'- 8.7" Allowed = 2.856" MAX HORIZ. LL DEFL = -0.119" @ 43'- 3.5" MAX HORIZ. TL DEFL = 0.174" @ 43'- 3.5" 13-03-11 17-04-10 13-00-11 NOTE:Design assumes moisture content does 3-02-03 3-05-12 2-03-08 5-11-03 3-05-12 4-10-02 1 not exceed 19N at time of manufacture. f '' '( 1' 1' f f T ,( f Design conforms to main windforce-resisting T-07-04 'f3-07-09 1-03:c2 3-'2 6-02-11 -05-0� 4-03-14 ' system and components and cladding criteria. 9 10-08 9-07-08 Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 11 ' I load duration factor=1.6, 12 M-3x4 M-7x8(S) 12 Truss designed for wind loads 6.00 M-5x65 M-3X4 0 25" M-13x5 M-4x6 X16.00 in the plane of the truss only. 2 .e 12 y T3., M-3x44 Z /7\,/ M-1.5x3 M-1"5x3 + m M-3x10 s/ M-3x8 0 ,x 5415 1 s 1-- �1 e� „' o'`• I M-7x10 M 3x8 M-7x8 18 19 20 *14 -/o M-3x8 S o M-7x10 - ,32.75 **2X WEDGE 2.75 ' M-7x8(S) 12 W/(2) M-3X4 TYP. 12 )' > J' J' J- y y -05-0$ 6-09-12 5-02-12 y2 00 1, 9-02-04 9-00-08 9-00-04 y 2-05-088 12-00-08 2-00 27-03 y 1-08 43-09 k. JOB NAME : POLYGON PLAN 5-D NH - DH2 5-``c''"�GPNfiSsi Scale: 0.1467 mac\ '1/5/14' o� WARNINGS: GENERAL NOTES,unless otherwise noted: , (� "� �� r� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92�1Q P E Truss: DH2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2o4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. Ale , 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at y�► DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by `v /r"" s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). A' '•- DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �rnE 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. -? U L SEQ. :TRANS I D: 407540 40 6 0513 45 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/ �,q Gr\N\b' design loads be applied to any component. 5. and are for"dry condition"of use. fr 1 2 4 CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if P necessary. � �R t`1- ��r fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. i 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII I III II I I I III I III III TPIN TCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 II L IllThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTA LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-14=(-1627) 4217 14- 3=( -332) 1034 20-12=(-79) 251 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4923) 1901 14-15=(-1508) 3872 3-15=( -786) 419 WEBS: 2x4 KDDF STAND; 3- 4=(-3529) 1366 15-16=(-1095) 3091 15- 4=( 0) 365 2x4 DF STAND A LOADING 4- 5=(-2869) 1223 16-17=( -829) 2561 4-16=( -729) 350 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2434) 1187 17-18=( -702) 2427 5-16=( -340) 1042 TC LATERAL SUPPORT <= 12"0C. VON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 18-19=( -702) 2427 5-17=(-1026) 550 BC LATERAL SUPPORT <= 12"0C. UON, TOTAL LOAD = 42.0 PSF 6- 8=(-2236) 1107 19-20=( -884) 2558 6-17=( -358) 762 8-10=(-2214) 1077 20-13=(-1023) 2712 17- 8=( -470) 169 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 18- 8=( 0) 297 NOTE: 2x4 BRACING AT 24'OC UON. FOR 10-11=(-2552) 1114 8-19=( -440) 179 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11.12=(-3040) 1230 10-19=( -285) 773 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=(-3218) 1284 19-11=( -491) 343 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 11-20=( -76) 319 OVERHANGS: 20.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) Connector plate prefix designators: 0'- 0,0" -322/ 2034V -181/ 191H 5.50" 3.25 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = Compulrus, Inc 43'- 9.0" -251/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series JT 13: Heel to plate corner = 2.25' 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 = 0.022" @ -1'- 8.0' Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.251" @ 14'- 6.0" Allowed = 2.142" MAX TL CREEP DEFL = -0.474" @ 14'- 6.0" Allowed = 2.856" MAX HORIZ. LL DEFL = 0.124" @ 43'- 3.5' 16-07-11 10-08-10 16-04-11 MAX HORIZ. TL DEFL = 0.208" @ 43'- 3.5' 5-10-08 1-09 5-04-05 0-04-11 5-02-02 NOTE:Design assumes moisture content does f pr ,inot exceed 19% at time of manufacre. 2-09 5-10-08 0-04-11 5-04-05 5-05-10 5-04-05 Design conforms to main windforce resisting �� system and components and cladding criteria. 16-06-08 16-03-08 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWF,,S(Dir), 12 M-4x6 M-4x6 12 6.00 67 M-la p load duration factor=1.6, X16.00 Truss designed for wind loads in the plane of the truss only. M-5x6(5) M-3x45 M-3x4 0.25" 1 4 M-1.5x3 Ai*2 M-3x5 3 M-3x10 xM-3x10 0 _43 14 1s 1s wu A &.,** � , M-5x8 M-3x4 M-5x10 17 M-11.85x3 0.25'9 M 3x4 20 13 0 **2X WEDGE M-5x10 -12.75 W/(2) M 3X4 TYP, 2.75 M-5x8(S) 12 y J' y y y y y y y ,-05-0$ 5-10-08 6-02 y2-00� 5-06 5-10-12 7-09-02 8-01-02 y ?-05-08 12-00-08 2-00 27-03 1-08 43-09 JOB NAME : POLYGON PLAN 5-D NH - DH3 � �°�t1�PRNOF`sso Scale: 0.1338 ).\'' <1/5//r (3� WARNINGS: GENERAL NOTES,unless otherwise noted: �� E � 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 9200 P Truss: DH3 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. .?"' .A 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 3.Additional temporary bracing to insure stability during consIruction - ? 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �.++r � " is the responsibility of the erector.Additional permanent bracing of / continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). �y. DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ r-t �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. -37OREGON to SEQ. : 6051346 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. �h •12P TRANSI D: 4 07540 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 V necessary. MFR R l 1.-L fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II I I II II I'I! III 11111 II 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(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIHIIIIIIIIIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-14=(-1958) 4217 14- 3=( -408) 1034 20-12=(-79) 226 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4923) 2340 14-15=(-1814) 3872 3-15=( -786) 446 WEBS: 2x4 KDDF STAND; 3- 4=(-3529) 1732 15-16=(-1374) 3091 15- 4=( 0) 365 2x4 DF STAND A LOADING 4- 5=(-2869) 1592 16.17=(-1123) 2561 4-16=( -729) 341 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2434) 1516 17-18=(-1114) 2427 5-16=( -401) 1042 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 18-19=(-1114) 2427 5-17=(-1026) 475 BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF 6- 8=(-2236) 1413 19-20=(-1185) 2558 6-17=( -394) 762 8.10=(-2214) 1375 20-13=(-1303) 2712 17- 8=( -487) 277 LL = 25 PSF Ground Snow (Pg) 9.10=( 0) 0 18- 8=( 0) 297 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11=(-2552) 1476 8-19=( -457) 292 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-3040) 1564 10-19=( -361) 787 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=(-3218) 1611 19-11=( -491) 283 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 11-20=( -56) 319 OVERHANGS: 20.0" 0.0" 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' -445/ 2034V -182/ 192H 5.50' 3.25 KDDF ( 625) ** For hanger specs. - See approved plans 43'- 9.0' -374/ 1837V 0/ OH 5.50' 2.94 KDDF ( 625) Connector plate prefix designators: 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' C,CN,C18,CN18U2OHS,M18H (or16 n= iTek prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240 TL=L/180 M,M20HS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.022" @ -1'- 8.0' Allowed = 0.167" JT 13: Heel to plate corner = 2.25" MAX TL CREEP DEFL = -0.021' @ -1'- 8.0" Allowed = 0.222' MAX LL DEFL = 0.299" @ 16'- 6.5" Allowed = 2.142" MAX TL CREEP DEFL = -0.474' @ 14'- 6.0' Allowed = 2.856" 19-11-11 4-00-10 19-08-11 MAX HORIZ. LL DEFL = -0.145" @ 43'- 3.5' MAX HORIZ. TL DEFL = 0.208" @ 43'- 3.5" 5-10-08 1-09 2-(05-04 3-03-12 5-02-02 NOTE:Design assumes moisture content does 2-09 f f 5-10-08 f f3-03-12f -05-04 f 5-05-10 -r T 5-04-05 not exceed 19% at time of manufacture. 'f '1 'f ' 1 T 1' T T 1' '1 '1 Design conforms to main windforce-resisting system and components and cladding criteria. 16-06-08 16-03-08 T T 7 9 1' T Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-4x6 M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.001/. 6 M- X8 0 Q 6.00 load duration factor=1.6, M-3x4 Truss designed for wind loads M-5x6(S) 5 - in the plane of the truss only. M-3x4 0.25" 1 4 M-3x5 + + + M-1.5x3 -3x10 M 3 M-3x10 1.0 `r \111.11/111'' A `„ o 1 �� 14 15 16s^+ 4 MP to 8 0 M-5x8 M-3x4 M-5x10 M�5x10 M 11 5x3 0.25' 20 M 3x4 *�3 0 -.=32.75 **2X WEDGE 2,75 - M-5x8(S) 12 W/(2) M-3X4 TYP. 12 y ), i' y ), y y y i' ,-05-0$ 5-10-08 6-02 ),200), 5-06 5-10-12 7-09-02 8-01-02 y , 2-05-08 12-00-08 2-00 27-03 y 1-08 43-09 JOB NAME : POLYGON PLAN 5-D NH - DH4 <c�`�'� �N©Ffis, Scale: 0.1338 1 7/5/ i °i• -57 WARNINGS: GENERAL NOTES,unless otherwise noted: 9(( 7E � 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 it =92 P Truss: DH4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. ,� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �/', s _.ice" continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 10 CC DATE: 9/5/2014 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. 171,* �7 OREGON 1(/ loadsSEQ. : 6051347fasteners are complete and at no time should any greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L< 4t OREGON © `�` design loads be applied to any component. 5. and are for"dry condition"of use. 6. Q 14 2 TRANS I D: 407540 CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge If fabrication,handling, necessary. shipment and Installation of components. 4&-PRI�� 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111 VIII ILII VIII VIII VIII IIII IIII IIIITPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center Ines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 II 011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDFICq=1,00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-64) 38 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12°0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -68/ 301V -23/ 81H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -32/ 28V 0/ OH 5.50" 0.04 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -24/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = Compo rus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" 1 11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" '( 1 MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.196" 12 MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9 10,00 7 NOTE:Design assumes moisture contlmt does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting -/ system and components and cladding criteria. Wind: 140 mph, h=loft, TCDL=4.2,BCDL=6.0, ASCE %•'0, (All Heights), Enclosed, Cat.2, Exp.B, MWF'S(Dir), 0 load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. 0 CDN CO /- -4- o O O� 110. _ 41110.- 11 - M-3x4 y y 1, 1-00 2-00 (PROVIDE FULL BEARING:Jts:2,4,31 ��c 0 P R Ofi�S JOB NAME : POLYGON PLAN 5-D NH - EJ1 Scale: 0.6772 ��' '� %1 s'o• 1,- WARNINGS: GENERAL NOTES,unless otherwise noted: . n cc 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 9�,O P C. Truss: EJ 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. .."Ade -A, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY! 1_J 2'o.c.and at 10'o.c.respectively unless braced throughout their length by f s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,.""� ,, it DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON �~["• 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. -1 SEQ. : 6051348 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� 0'44, Nb.' T r� design loads be applied to any component. and are for"dry condition"of use. 1 4 2, '- TRANSI U: 4075405.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �°� necessary. `,74 Fill-k- fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III III Intl I NiI I I I III I 1111 TPINYTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint aentnr nche. I 9.Digits indicate size of plate in inches. �7 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 /201J 3 III 1 IThis 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 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-96) 73 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0,0' -41/ 322V -44/ 132H 5.50" 0.52 KDDF ( 625) 1'- 9,2" -10/ 63V 0/ OH 5.50" 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -68/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = .0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 12 -, MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" 14.00 V MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.072" ,, MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" �', MAX HORIZ, TL DEFL = -0.001" @ 3'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co CD load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. r,./- v 0 C, ►T1 4► 11 M-3x4 y y y y 1-00 2-00 1-11-11 !PROVIDE FULL BEARING;Jts:2,4,31 a 0 PRO- JOB NAME : POLYGON PLAN 5-D NH - EJ2 Scale: 0.6371 �,,�� o1NE. �'s�� WARNINGS: GENERAL NOTES,unless otherwise noted: wl �i .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 92Q0 P E Truss: EJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. .. 2.Design assumes the top and bottom chords to be laterally braced at - 3.Additional temporary bracing to insure stability during construction ) DES. B Y: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r � '" is the responsibility of the erector.Additional permanent bracing of , f^'• continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). CC DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. t / SEQ. :TRANS I D: 407540 6 051349 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 �Nt)` 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. /4' icy 2. c / �}- 6.Design assumes full bearing at all supports shown.Shim or wedge If A` necessary.fabrication,fab 4 cation,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R IR 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 1011 I III I I IIIII I III I I 1111 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.ICompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see E5R-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 II I IIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF M18,BTR SPACED 24.0" D.C. 2-3=(-144) 105 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -24/ 309V -66/ 185H 5.50" 0.49 KDDF ( 625) 1'- 9.2" -65/ 156V 0/ OH 5.50" 0.25 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -103/ 153V 0/ OH 1.50" 0.24 KW:: ( 625) C,CN,C18,CNf8 (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 IAC 2012 NOT BEING MET, �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc_spacinq.1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1E', BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed . 0.133" MAX BC PANEL LL DEFL = 0.005" @ 1'- 0.1" Allowed : 0.054" MAX BC PANEL TL DEFL = -0.005" @ 1'- 0.1" Allowed = 0.072" 'r' MAX HORIZ, LL DEFL = -0.001" @ 5'- 10,9" 12 MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" 10.00 7 NOTE:Design assumes moisture content does not exceed 19% at time of manufac':ure. 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), cn load duration factor=l.6, CD Truss designed for wind loads Tr in the plane of the truss only. C., '-"- oPIAIIIIMIIMIIM o/-- ► 4►.M� -V M-3x4 y y y ), 1-00 2-00 3-11-11 (PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME : POLYGON PLAN 5-D NH - EJ3 5- �'��p►v OFA., � �`'f Scale: 0.5134 \ `"715//r WARNINGS: GENERAL NOTES,unless otherwise noted: 7`` -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 '9200 P E Truss: EJ 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. 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 3.Additional temporary bracing to insure stability during construction ./ r �-^ :r 2'c.c.and at 10'o.c,respectively unless braced throughout their length by �A'r100111Pr �I►� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). A' taw,- n. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON r9: 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. �/ SEQ. : 6051350 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/ 17q 1' O'�b • �. design loads be applied to any component. and are for"dry condition"of use. 0 / 4 �#- TRANS I D: 407540 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. /1/7 -i,R 1` 7.Design assumes adequate drainage is provided. C f j 4 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 IIIA I I 1111 III IIIIIIIIIIII(III IIITPI/WTCA In BCS(,copies of which will be furnished upon request. lines coincide w th joint center lines. 9. Digits indicate size of plate In Inches. 10.MiTek USA,Inc.ICompuTrus Software 7.6.6(1 L)E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 231/2015 III IIThis 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 N18&BTR LOAD DURATION INCREASE = 1.15 l-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.0. 2.3=(-194) 138 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 SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" 0/ 248V -88/ 238H 5.50" 0.40 KDDF ( 625) 1'- 9.2" -167/ 308V 0/ OH 5.50" 0.49 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -138/ 205V 0/ OH 1.50" 0.33 WOOF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND. 2: Design checked for net(-5 psfi uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TLuL/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX BC PANEL LL DEFL = 0.009" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.009" @ 1'- 0.1" Allowed = 0.072" 0 MAX HORIZ. LL DEFL = -0.003" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 7'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 10.00 7 system and components and cladding criteria. Wind: 140 mph, h=22,5ft, 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 o in the plane of the truss only. 0 0 r•-- co ;co 7,- .4- ,- PAIMIIMIE . ►-� 4 cO. . M-3x4 , ), 1, /- 1-00 2-00 5-11-11 (PROVIDE FULL BEARING;Jts:2,4,3_] JOB NAME : POLYGON PLAN 5-D NH - EJ4 5<cc\� N oFFss, Scale: 0.4250 (\ '7/5// Q� 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 =9�Q0 P E Truss: EJ 4 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 is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'c.c,respectively unless braced throughout their length by A/�" DES. BY: LJr po N continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „4 no DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON r'� 4.Na load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. • "4" SEQ. : 6051351 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, /�/ �,� \ A, design loads be applied to any component. and are for"dry condition"of use. 1 4 2- TRANS I D: 40754 0 5.CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown.Shim or wedge if necessary. /11tR R t t.L fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. Npo 6.This design is furnished subject to the[irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III III IM I.I IIID I II 1111 II 1111 TPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 7 MiTek USA,Inc.lCompuTrus 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 I III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDFICq=1.00 TC: 204 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -7) 84 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.0. 2-3=(-72) 45 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 RG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 20.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -156/ 460V -5/ 51H 1.50" 0.74 KDDF ( 625) 0'- 11.2" -105/ 51V 0/ OH 1.50" 0.08 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -81/ 31V 0/ OH 1.50' 0.05 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) 6.001/ REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.021" @ -1'- 8.0" Allowed =4 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021" @ -1'- 8.0' Allowed = 0.222' MAX BC PANEL LL DEFL = -0.001" @ 0'- 5.6" Allowed 0.026" MAX BC PANEL TL DEFL = -0.001' @ 0'- 5.6" Allowed 0.035" MAX HORIZ. LL DEFL = -0.000' @ 0'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 0'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), CD load duration factor=1.6, 0 Truss designed for wind loads , in the plane of the truss only. cr"),/- ' - ;i� r CD o 0 41111110 o. '4 ---,, M-3x4 y y y 1-08 1-00 •;s I I ' • , �� c0 PRQp JOB NAME : POLYGON PLAN 5-D NH - P1 Scale: 1.0020 �- '@1 -0 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 =9L V.0 t'E Truss: P1 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. M 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /'F. s the responsibility of the erector.Additional permanent bracing of ( ) ,./.41i.....-• continuous sheathing such as plywood sheathing(TC)and/or drywall BC. I-t DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "� SEQ. : 6 051353 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� �� O'�� design loads be applied to any component. and are far"dry condition"of use. Q 1 4 2- �'T- TRANSI D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. �£F?R 1 LL fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center MEI II II III VIII I I II II I 1111 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:12/3 MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 1/201 5 • •• •• •• • • • • •• • • • • • • • •• •• • • • • • • • CT ENGINEERING ••• •• •• •••• • • • • INC • • • • 180 Nickerson Si. •• Suite 302 ••• • Se attle,IV•i9810%. •• • • ••• • • • • • • • •:: (16)28591512(V) • • (206)2N5 0618(F)•• • asolomon@n,ctengineering.com Y•• ••• • • •• •• • •• •• •• •• • • • • • BULLETIN • I 0 • • •• • • • S • 0411* • • Date: April 6, 2016 Number: CT-02 Project#: 15238 Project Name: River Terrace SF Attached: None Subject: Lots 18 & 23 — Patio Roof Truss Connection Drawings Affected: Description/Action: This bulletin provides response to RFI, design clarifications and/or variation requests for the `River Terrace Single-Family' project located in Tigard, Oregon. The patio roof trusses shall be attached to the home using a 2x6 ledger with (3) 0.131"x3" nails to each wall stud. This application applies to all of the plan types in the River Terrace single-family development. (A,p PRO 40A4 N E, CD 60 L.4./ 76.1 4 'REGO* S 161./540-4 2 2 Ne;\<,S(t) FS r C \ 04/06/2016 CALL WITH ANY QUESTIONS Issued by: Arnold R. Solomon - _ _ Date: _ April 6, 2016 Distribution: Contact Information: Chris Walther Polygon Northwest Company Maggie Gordon Polygon Northwest Company Rick Tolleshaug Milbrandt Architects Alexia Fukui Milbrandt Architects R:\15238 River Terrace\Bulletins\15238_2016.04.06CT02_Lots 18&23(Patio Roof Truss Connection).doc Structural Engineers __ • •• •• •• • •• •• • ••• • • • • • • • • • • • • • • • • ••• •••• • • •• •• •• •• ••• • • •• • a • •• • • • • • • • • • • • • • • • • • •• MiTek® ' '• '• ' • • •. . .• •• • ••• . • • ••• • •• • • •• • . • ... . ••• • MiTek USA, Inc. 250 Klug ('Circle f •:• Cdrn •`•~. .380•. :'• 9255F : :•* • • • • • • • • • • • ••• • • • • • •• Re: POLYGON PATIO COVERS The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K2778518 thru K2778519 My license renewal date for the state of Oregon is December 31,2017. -(c�Ep PROFESS �co NGIN '9 ©2 89200P ��' 47 OREGON N� ��Q 2' y 14,2°, 4 FRRII - January 23,2017 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for SITE COPY design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. Symbols Numbering System stem A General SafetyNotes PLATE LOCATION AND ORIENTATION " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 offsets are indicated. (Drawings not to scale) Damage or Personal Injury Minn Dimensions are in ft-in-sixteenths. I4 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 IIMEBEIIIMINIIIMMIEMIIIIN 2. Truss bracing must be designed by an engineer.For 0'116" 4 wide truss spacing,individual lateral braces themselves 1iAI may require bracing,or alternative Tor I EllE ❑ bracing should be considered. 411110 FAI O= 3. Never exceed the design loading shown and never U stack materials on inadequately braced trusses. 0_-- O 4. Provide copies of this truss design to the building C7-8 C6-7 C5-6 For 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0 �" 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 use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that Indicated by symbol shown and/or SYP represents values as published specified. ii 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 6••••• 0000 output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. 000•• •• • • • if indicated. •••• 14.Bottom chords require lateral bracing at 10 ft.spacing, • or less,if no ceiling is installed,unless otherwise noted. ••• BEARINt :• • • .... ••.••• 15.Connections not shown are the responsibility of others. s • ••a • Indicates location where bearings 16.Do not cut or alter truss member or plate without prior • (suippor .s taccur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. Ili •• reactor?section indicates joint t _ • • •• iiiilWlan numw bsicl+ere bearings occur. 17.Install and load vertically unless indicated otherwise. • .' Mirk S own is for crushing only. _lil ,H, 18.Use of green or treated lumber may pose unacceptable •'•` •••••* environmental,health or performance risks.Consult with 7 :01106 ••••Industry Standards: a••••• project engineer before use. •.••ANSI/TW •Qi tional DGsign.Specification for Metal 19.Review all portions of this design(front,back,words • and pictures)before use.Reviewing pictures alone Pla'e Conrlb� ydOOd Truss Construction. • is not sufficient. DSB-89:a •liesign Standard for Bracing. �, ••••EICSI: :.• Building Component Safety Information, 20.Design assumes manufacture in accordance with 41•414.• Guide to Good Practice for Handling, jUI ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 •• •• •• • • • • •• • • • • • • • • • • • • • • • • •• •• • • • • • • ••• • • •• • • • • • • • • • • • • • • • • • • • • • •• • • • • • ••• • • • •• • • •• • • • ••• • • • • • • • • • ••• • • • • • • • •• • • • • • a • ••• • ••• • ••• ••• • • •• •• • • I • • • • • • • • • • • • • • • • • • ••• ••• •• • • • • • • 1 • 1 • • • • ••• • • • I • •• CO ` . - N 4 : 12 _ _ E / / -1 - e e e • a -- a a 12'-10112" L- ....-- ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 04/10/17 PLATRUSS ALCT ONLY.REFER TO ULATIONSAND ENGINEERED STRUCTURAL i PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER 3413 PATIO ADD INFORMATION.BUILDING ' DESIGNER ENGINEER OF RECORD PLAN: DRAWN BY: REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 3413 PATIO / A CHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL & TRUSS COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. ? 1/4"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss.