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Plans (386) st • our MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-92 UP Fax916/676-1909 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. PR c �gyfi�I fv Ftr� /Igo 870 2PE 1 <C‘`$, OREGON q5 (tr "O *IAER C>SA. HE EXPIRES:06/30/2015 April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. 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 Washington is January 2,2015. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. 0 oNIO WASti- 164. 49639 � GISTo 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:j7axn4OsHnThIyaUAczwOszX1UY-ZUAMIRGH36RsRkXU127EmMisJ1UWN695C9Z 15zOQS1 I 2-6-0 1 I 2-2-9 ii 1-2-0 I I 2-4-11 I Scale=1:28.6 1.5x3 I I 3x5= 1.5x3 I I 3x4 = 1.5x3 II 1.5x3 I I 3x5 = 1.5x3 I I 1 2 3 4 5 6 7 8 • N - / O \ 9 e / N e e 13 12 11 10 3x4= 3x8= 3x4= 3x4 = 3x4= 10-8-1 11-4-9 I 9-11-9 101ttr81 110-1-73-0t I 16-4-12I 9-11-9 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): 110:0-1-8,Edael.111:0-1-8,Edgel LOADING(pst) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud 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/TPI2007 (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 (Ib/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. yTONTO TOP CHORD 2-3=-2463/0,3-4=-2463/0,4-5=-2532/0,5-6=-2532/0,6-7=-2532/0 Vii, BOT CHORD 12-13=0/1520,11-12=0/2805,10-11=0/2532,9-10=0/1515 o' 1I1TAS fjr 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. '(0 0 t NOTES 4 / k`' 1)Unbalanced floor live loads have been considered for this design. "i t".3 2)Refer to girder(s)for truss to truss connections. Ila 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7r 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� 45,49639 4 be attached to walls at their outer ends or restrained by other means. Q,' GISTEi-' LOAD CASE(S) Standard 4:910NAL �,;?,0 P R Qpes� �GI � 6/b 870 2PE 5.y,,.. OREGO ,' C' �41SER \\ �SA H'E# EXPIRES:06/30/2015 April 22,2014 e 1 AtsNI 3..V&/ydeaigororoitie€t,omidREADDI€SONTHIS,itfsG/li/S€DMIIEKREFERENaPAGE/471.7473rex1,}29/2014 USE Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 111111 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the ■ 'TQ'`= erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IMi 1 R fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/T911 Quality Cdteda,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern p111efsss)temrtrer issradt:et,t1,nrdesign.:uskae3 ace thavE wxeetive 06/01/2013byALSC Job Truss Truss Type Qty Ply 51) R41832553 P1.14-92_UP F03 Floor 3 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:15 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1UY-lgkkynGvgPZj3u6gbleTJZFOdRg06Y7ERplYHXzOQSk 1 2-6-0 I I 2-5-1 11 1-2-0 I I 2-4-11 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 • • N •00............. 1111111111111111141411114%Ir -00.............. N _ tql e e 1'� 12 11 10 3x4= 3x8= 3x4= 3x5= 3x4= 10-10-9 11-7-1 I 10-2-1 10i319 111-5-9 1 1 16-7-4 I 10-2-1 0-1-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): I10:0-1-8,Edael.(11:0-1-8,Eddel 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/TPI2007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=725/0-4-8 (min.0-1-8),9=725/0-4-4 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 3ON10 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 0C' V+rASXTr 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 { ` NOTES ra /• Q1. t'1 1)Unbalanced floor live loads have been considered for this design. — I N 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 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 too r be attached to walls at their outer ends or restrained by other means. 'a 49639 LOAD CASE(S) Standard C`, 4.081 t,S'1.ONAL ��9 0 PROpk. 87022PE IN 619 �r toh y�-ob ()REGO cia4 A. Nevcr EXPIRES:06/30/2015 April 22,2014 ®fl'AFSNEE-Ver.'/ydcoi7ra;.a:amensrdREAD W21 SGPSIRISAM Iictiz QMI11/!REF€REM'E:AGG€/411.7473rer.1 25/2PIABEa"3W€t1S£ » �' 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 Mitek- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 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 Rise Miumber is specified,the design IMAMS are Strew effective D6/o1/2013 by AlSC Job Truss Truss Type Qty Ply 5D R41832554 PL14-92_UP F04 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,lnc. Mon Apr 21 15:40:16 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1UY-Vt16A7HXbjhah2hs9T9imoBrrAWr QOfT25pzzOQSj 1 1-0.0 1 1 1-1-11 ii 1-2-0 11 1-0-9 1 2-6-0 1 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 o e ee L7 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 ip-Sail I 19-1-4 1 14-1-11 7-0 0-7-0 3-9-9 Plate Offsets(X,Y): 114:0-1-8,Edgel.119:0-1-8,Edael LOADING(pst) 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 lncr YES WB 0.58 Horz(TL) 0.06 18 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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 purlins, except BOT CHORD 2x4 DF 2400E 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. y 0N10 44. 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, dCD �1 vas s 13-14=-3416/0,14-15=2622/0,15-16=-2622/0 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, s {' .rte 20-21=0/2622,19-20=0/2622,18-19=0/1831 k 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, Iben 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 if NOTES ')69 .*,,..49639 1)Unbalanced floor live loads have been considered for this design. .4' IST Sy 2)All plates are 1.5x3 MT20 unless otherwise indicated. '( NA411 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. ‘30 PRQp 4. LOAD CASE(S) Standard �Co �vNGINEF41. l©* 870 2PE 9 - ,3 OREGO � 14/ �q ',P EER , QS S A. Hevk EXPIRES:06130/2015 April 22,2014 t m A i ANLYS Verify Align paw.tus vd REAP NOTES GPs'mrsm€4123/E0MID(REFERENCE PAGE H11.7473tet1/25/20?4BEM I/SE i_ 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 T '` is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the (�RR. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Malik' 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 Pire(SP)linniant is Nsocifiaw&the design srsfx.res awn Thantttive /0111013 byALSC Job Truss Truss Type Qty Ply 50 R41832555 PL14-92_UP F05 Floor 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:18 2014 Pagel ID:j7axn4OsHnThIyaUAczwOszX1 UY-RFPtboJn7KxdwMrFGuBAxCtWIegZJglg7mXCuszOQSh 1 1-3-0 1 1 1-1-1 11 7-2-0 I1 2-4-15 I 2-6-0 I Scale=1:35.4 4x5= 3x4= 3x4= 3x4 = 3x4= 4x4= 3x6 FP= 3x8=- 1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 s e e_ e e 26 25 24 23 22 21 20 19 18 1r 304 = 4x6= 3x5= 3x6 FP= 3x5 = 3x5 = 4x6= 3x6 = 3x5= 3x5 WB= 15-7-9 I 14-5-9 t5-0-9I I 70-9-8 14-5-9 b-7-0 b-7-0 5-1-15 Plate Offsets(X,Y): 112:0-1-8,Edgel,118:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.40 21 >624 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.62 21 >402 360 BCLL 0.0 Rep Stress lncr YES WB 0.84 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(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,KONIO 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, OCP Qi WAS 1 13-14=-3519/0,14-15=-3519/0 (.f 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, / �! ., Xi 19-20=013519,18-19=0/3519,17-18=0/1990 cc G k �'., 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, 4 12-20=0/1057 :t NOTES x,49639 44, 1)Unbalanced floor live loads have been considered for this design. '£S 2)All plates are 1.5x3 MT20 unless otherwise indicated. jt4 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. (�� (} P R Q1p� . LOAD CASES) Standard „<.5' 'Ci�GltEi'T.S-09 87022PE r' yN ,^v '0j, OREG•N 1,941/ 0 44SER i\ s;, a A. He �' EXPIRES:06/30/2015 April 22,2014 e r a wpm.Ve :`g de_=iyn raranfersss a:-iREAs9'CIES ON THIS AM ACMES NITEK REFERENCE PAGE MPT 7 473 reg 1,115/2014 BEFORE USE Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. 'x 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 p��T �� erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding iXl $ fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quarriy 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 Souther*pine(SP)them bee is specified.the design vatruas are.these n reravc06/01/201.3 by A#.SC Job Truss Truss Type Qty Ply 5D R41832556 PL14-92_UP F06 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 5 Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:18 2014 Page 1 ID:j7axn4OsHnThIyaUAtzwOszX1 UY-RFPtboJn7KxlwMrFGuBAxCtdCeyJ 15g7mXCuszOQSh 1-4-0 I 2-6-0 I 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 II ll 'vllg•g ""iliqlqillIllIl 0 ' 1Is N r N_ , ATIPA 5 M 4 3x4= 3x4= 91-1-81 4-1-0 1-8 3-11-8 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud 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/TP12007 (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(lb)or less except when shown. NOTES olat it 44, 1)Refer to girder(s)for truss to truss connections. C3C7 �^ WAStr '{+ 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. [r ", // i/"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 c., 4°j Q N be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard tt 49639r Q1YAL$ G <C PRQpFss 87022PE 1-- / yN04, j, OREGO tiff fit/ 00 S & N NP EXPIRES:06/30/2015 April 22,2014 i t ®WARNI,tA^a-Verityriesign paraale srs a,dR:AO M:3IES ON Th/tS AM MIMED ffZIEK REFERENCE MISS halI 7473 re&1129/2&iS 5AEI1SS Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and 8 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 ' �'RF+ 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 Crtieda,D5B-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 tfSauxhr€a°e Pinel'S14Iambev isafsrcifird.the designvalues are therm eductive OG/5t9/201.3 by MSC Job Truss Truss Type Qty Ply 50 R41832557 PL14-92_UP F07 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 15:40:19 2014 Page 1 ID:j7axr140sHnThyaUAczwOszX1 UY-vSzFo8JPue3999YWPRgbjPTPQdB2AJ2KEgMQGIQIzOQSg 10-7-121 10-7-7 1 2-6-0 I 1-2-0 17p Scale=1:28.3 4x4= 3x4 II 3x8= 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 13 2 3 4 5 6 7 8 9 10 • 0 0 o _ a o N -114111111141111111111111114144111t o o e \ e e p 17 15 14 13 12 fJ4Q� 3x4 II 3x6= 3x8 = 3x6= 1.5x3 II 4x4 = 3x4= 1-0-4 1 0-10-12 1 1 16-5-4 I 0-10-12 15-5-0 0-1-8 Plate Offsets(XX): (7:0-1-8,Edgel,112:0-1-8,Edgel.(17:Edge,0-1-81 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Lid 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/TPI2007 (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 10-0-0 oc bracing, Except: 6-0-0 oc bracing:15-16. REACTIONS (Ib/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),11=670(LC 4) S FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. i, 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, 7-8=-1811/0,89=-1811/0 ft� � 1vQNTO1Nl S i'W�y,�.`rV BOT CHORD 15-16=-147/422,14-15=0/2316,13-14=0/1811,12-13=0/1811,11-12=0/1466 `C `'; '�j 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, f ,� `. Q1, N 3-15=0/1377,3-16=-849/0,9-11=-1582/0,9-12=0/1027 4t NOTES 4' / 1)Unbalanced floor live loads have been considered for this design. ' 4963 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. ©15 4 s 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 `'S'iO AL ' 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. PR 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �G7���NGIFfi61,, kV LOAD CASE(S) Standard '�? 9 * 144 -37 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 870 2EC Uniform Loads(plf) Vert:11-17=-8,1-10=-80 Concentrated Loads(Ib) Vert 1=-304(F) (P , 77 "''0j, OREGON //so G7� 1". '$‘,74 BER \ �J EXPIRES:06/30/2015 April 22,2014 m , 7Ma.Verity tles:ynpram tcrsa;}READ h/3r7SGNTiff AM ThETiZEDMITE!(REFERENCE PAGE11477.7473rnk1f24/26148EF753E715Ex "� Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. IMI � Applicability of design parameters and proper incorporation of components responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the ®'`•� erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/T9I7 Qualify Crtieda,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. CiWs Heights,CA,95610 €f 5authem Dims(SIf)Is etseC i4 specified,the design masses axe:Them effective O&/O3/2€513 byA1.S,C Job Truss Truss Type Qty Ply 50 R41832558 PL14-92_UP F08 Floor 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:20 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1UY-NeXd?UK2fyCOAf dOlEeOdyyfSfJnuNza40JykzOQSf 1 2-6-0 10-5-10 1 1 1-2-0 I I 1-4-14 1 Scale:3/4"=1' 1.5x3 I I 1.5x3 I I 1.5x3 I I 1.5x3 I I 1 23x4= 3 4 53x4 6 0 G N Xe e 0 e 10 9 8 3x4= 3x4= 3x4= 3x4= I 3-1-2 31-1�0 3-9-10 i 4-4-10 416-2 8-6-8 3-1-2 0-1- 0-7-0 0-7-0 0.1 4-0-6 Plate Offsets(X,Y): 18:0-1-8,Edgel,f9:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 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 1BC2012/TP12007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=370/0-2-12 (min.0-1-8),7=370/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. rVONIO 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 9cs Oi WA3 WEBS 2-10=-736/0,2-9=-37/269,5-7=-718/0 WY1�4j NOTES I ~n /lam- 4. I. Y 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(byothers)of truss to bearing plate at joint(s)10,7. 4 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. er 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„ 49639 $ be attached to walls at their outer ends or restrained by other means. O 4PIST E�-� LOAD CASE(S) Standard 'tij' I1 ONALV c.��_ ° PRark- 87022PE r" E -y(II ,04 ' �-0 OREG'N ft" ku 0 fi448ER \� �© ©S A. Heck `-. EXPIRES:06/30/2015 April 22,2014 1 e a tW, NIMS-Vedtrtielign2atame rs ted READ WIES CM MIS AND MIMED 141TEK REFERENCE PAGE 111-7:73reg.1,/2S/2fe14BEMUSE 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 � " erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek* 1{pr fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI7 Qualify Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 1f S,eu there P^irse 47)tumber is spexifust,the otesigar values ace MOVE e+tectiue 05/02/2010 by ALkC Job Truss Truss Type Qty Ply 5D R41832559 PL14-92_UP F09 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:21 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-rq5?DgLgQFKtnpZgxOttYqV7RsOHWNn7pklsUBzOQSe I 2-6-0 I 0-5-6 I I 1-2-0 I I 1-7-2 Scale:1"=1' 11.5x3 II 2 3x4= 31.5x3 II 4 3x4= 51.5x3 II • __---"\ — O 9 N < r/ v7/y b e e e 6/`R 1.5x3 II '/'(`o 9 8 7 6 3x4= 3x4= 3x4= I 3-0-14 1-2-6 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): 14:0-1-8,Edoel.18:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 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 Incr YES WB 0.12 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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. y" ONTO TOP CHORD 2-3=-362/0,3-4=-362/0 BOT CHORD 8-9=0/423,7-8=0/362,6-7=0/362 d "Q WAS -. y, WEBS 2-9=-456/0,4-6=-424/0 0 ). Kt0 'rL- NOTES 0 try C k"' 1. 1)Unbalanced floor live loads have been considered for this design. tV 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. (g 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ritli '49639 /` 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 (D , GisT$ Y) ,c0'be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard < o PROpt s NJ 87022PE cv xyS ATOREG0 ,,„4./'9 ti CQ $ERAs AEYk1 EXPIRES:06/30/2015 April 22,2014 8 8 ®t&'0'T,NP/ 4'edfy design paramemrs v,.d READ F TES CM THIS AN ' €.Sid€0 NI7Ek REFERENCE PAGE MIT 7 473 Mr.1/25/.2614 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 responsibillity of the ■�iT� * erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding BMB 1 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 Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if SeuxttelePtee(SDI tu tser is specified,the-design valuer are These etfeetive 05/01/2013 ts{ALSC Job Truss Truss Type Qty Ply 5D R41832560 PL14-92_UP F10 FLOOR 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:22 2014 Page 1 ID.j7axn40sHnThlyaUAczwOszX1UY-K1fOQAMIAZSkPz8OVG6522FQFHaFeKG2OVP1dzOQSd 1 1-10-12 1 1 1-9-11 11 2-6-0 I 1-2-0 I 1-0-5 I Scale=1:29.4 1.5x3 I I 4x10= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 I I 1 2 3 4 5 6 7 8 9 e ee e _ 9/ N 9 0 O ee 16 14 13 12 11 10 4x5= 3x4 I I 3x10= 3x6= 1.5x3 II 3x4= 3x4= I 2-1-12 I 16-10-12 I 2-1-12 149-0 Plate Offsets(X,Y): 16:0-1-8,Edael.111:0-1-8,Edgel,116:Edge,0-1-81 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft 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/TPI2007 (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 Uplift16=-764(LC 4) Max Gray 15=1642(LC 1),10=534(LC 4) �y10NI0 .4. , Y, FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. c7 OV w�. TOP CHORD 2-3=0/259,3-4=0/259,45=-1534/0,5-6=-1534/0,6-7=-1423/0,7-8=-1423/0 C.t .<e>, el- BOT CHORD 15-16=-1530/0,14-15=-1534/0,13-14=0/885,12-13=0/1423,11-12=0/1423, ' 4 10-11=0/1085 , ,,41', is: 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, 4 i 2-14=0/1449,8-10=-1171/0,8-11=0/549 vg NOTES Grp , 49639 ` 1)Unbalanced floor live loads have been considered for this design. QGIS1 ' 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. 4".j, A 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. �GRrQ PROP, . LOAD CASE(S) Standard �c� �NG1 E— 4S/0 c 870 2PE 9 co no y -0).. OREGO (15) 14/ -A0 SER 'N. P� S A_ H, EXPIRES:06/30/2015 April 22,2014 4 t ®wARNLys-YE /ydesiynpaanmtnrsanttWWALDWITSGMTEIS AM MIMED ac!/24/2014WORE USE Design valid for use only with Wick connectors.This design is based only upon parameters shown,and is for an individual building component. �s Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown B for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIT 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 Pire(SPJ lumber is osecitiest,theeieoigts value,ore tlsasa e4dnstive D00112913 byA kC Job Truss Truss Type Qty Ply 513 R41832561 PL14-92_UP Ft1 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:23 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UYoDDmeWNwxtab17jC3RnLeFaSbfgs_F2QG2EzZ3zOQSc I 2-6-0 1 0-5-10 1 1 1-2-0 I I 1-6-14 I Scale=1:18.4 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 0 \\-: . . 0 N ry 9 e 8 e 3x4= 1C ./y \ 3x4= 3x4= 3x4= I 3-1-2 3-F-10 3-9-10 1 4-410 4t6-2 8-8-8 I 3-1-2 0-1-8 0-7-0 0-7-0 0.1 4-2-6 Plate Offsets(X,Y): 18:0-1-8,EdoeL 19:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.18 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/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(Ib)or less except when shown. O'ONIo „ te TOP CHORD 2-3=-761/0,3-4=-761/0,4-5=-761/0 BOT CHORD 9-10=0/701,8-9=0/761,7-8=0/682 0$ cci WA5 WEBS 2-10=-757/0,2-9=-28/290,5-7=-737/0 C.) it Q 11, NOTES oa "" t 1)Unbalanced floor live loads have been considered for this design. i LV 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 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 xV be attached to walls at their outer ends or restrained by other means. O ,: . LOAD CASE(S) Standard kVS14. 140 O PROF S ,, GINEq.- <� p 87022PE r" c 04 -0�F REG N ti4 11t ' EB C7S A. N �P EXPIRES:06/30/2015 April 22,2014 4 e ®&,91AAN -4eritydesign parametersait:1READ MT£SCPI IRIS AND mama MIT£KREFERENCE PAGE A/IT7473€ex1/29/2414BEFOEUSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �,`Y Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector.Additional permanent bracing of the overall structure is the.responsibility of the building designer.For general guidance regarding 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Sautherts Pine f&Pl ItamtSea is spaeifred,she design.values are those enNeztaue 126/0012013 by MSC Job Truss Truss Type Qty Ply 50 R41832562 PL14-92_UP F12 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 15:40:23 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1UY-oDDmeWNwxtab17jC3RnLeFaOwfYW AJQG2EzZ3zOQSc 1 2-6-0 1 2-35 1 1 1-2-0 i 1 2-4-11 I Scale=1:28.7 1.5x3 II 3x5= 1.5x3 11 3x4 = 1.5x3 II 1.5x3 11 3x5= 1.5x3 11 1 2 3 4 5 6 7 8 a . �� N 11W17417111".%11411411411111111111111111 \ _ _ / a o I. e ee 11) 12 11 10 3x4= 3x8= 3x4= 3x4= 3x4= 10-0-13 11-5-5 I 10-0-5 10-113 11-3-131 I 16-5-8 I 10-0-5 0--8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): f10:0-1-8,Edciel,f11:0-1-8,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 >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 lncr 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. 010N10 ` TOP CHORD 2-3=-2476/0,3-4=-2476/0,4-5=-2549/0,5-6=-2549/0,6-7=-2549/0 + BOT CHORD 12-13=0/1527,11-12=0/2827,10-11=0/2549,9-10=0/1522 007 .S \0 1 Y' 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 {,/ CAS ' ' NOTES -, O� t}l 1)Unbalanced floor live loads have been considered for this design. ie 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 / di 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 4963 4 be attached to walls at their outer ends or restrained by other means. a '4b1ST LOAD CASE(S) Standard SIONAL G <<- ti� PROP �N01NE N, /_444 !9 8 • 2PE rf y 'oj,OREGO rt3 O 90 AMBER ©6, A. HE �p EXPIRES:06/30/2015 April 22,2014 a ®8AMM..Verity design parameters mei REAP 5GTES GNTHIS AMDELUGED HSTERE€ESFPKYEPAGEMfg.7473tcJ;!Z512&'I88fca,4EUSE A.A. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Not Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the � erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding M1Y1 1Q.le fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/T911 Qualify Criteda,DS8-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Informatlon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 PSeuthern Fine(SP11umber is xpeafied,tt,edeagn vatuas arreraoss a ewtrxe06fO3/2.01I k,yALSC Job Truss Truss Type Qty Ply 5D R41832563 PL14-92_UP F13 Floor 8 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:4024 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-GPn8rsNYiAiSeHIPd8IaAT7Xn3vFjbjZ_WSVzOQSb I 2-6-0 I1 1-1-11 II 1-2-0 II 1-2-5 I Scale=1:33.6 1.5x3 I I 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 1.5x3 I I 4x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 N I / I I / I 9 / ee N Ira e° ,heti ` �rXTjp 7 1„ 15 14 13 12 3x4= 3x8= 3x6= 3x4= 4x4 = 3x4 = 14-8-11 15-5-3 I 14-0-3 14-1-8 1y11 1P-3-1111 19-3-0 14-0-3 o- 0-7-0 3-9-13 0-7-0 0-1-8 Plate Offsets(X.Y): 112:0-1-8,Edgel,[13:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.62 Vert(LL) -0.35 13-14 >650 480 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 Incr 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.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(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. ytONIO 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 4BOT CHORD 15-16=0/1817,14-15=0/3736,13-14=0/3406,12-13=0/2736,11-12=0/1839 $ fl WAS,/-1 WEBS 7-13=0/459,8-12=-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, C. 9-12=0/1209 . it.. �'Q ei NOTES / N 1)Unbalanced floor live loads have been considered for this design. 4 J ` 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. V`r 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ' 49639 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to (} �ISTF be attached to walls at their outer ends or restrained by other means. WSIONAL 3 LOAD CASE(S) Standard 9'0 PROp . ci, GINE-i9 Z t 2PE9� Cil CV 7 -oT OREGO (9 Z i 1)0 �4113EB N'' ÷O '9 A. 41 EXPIRES:06/30/2015 April 22,2014 4 9 ® JfNIM -Veerdesigr paaavtvrsandREAD hOTES Cl/THIS ANC IM ILOED 141TEK REFERENCE PAGE MIT 1413 mg.1115/2614 BEWELSE Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. IIII 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 Mi erector.Additional permanent bracing of the overall structure is the responsibility of the buildingTp.k'designer.For general guidance regarding 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Intormotion available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 1ttoultsara.Pin*(SP)tvmber is upeciSect,tlto design%litres are these effective 136/031205.3 by ALSC 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 MTek Industries,Inc.Mon Apr 21 15:40:25 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszX1 UY-kbKW3COATUgJGRtbAsppjgfeTHOS7RikMj3eyzOQSa I 2-0-0 I I 1-10-1 I I 1-2-0 1 1 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 63x4= 7 • 0 N e oe o e 1 11 10e 9 8k 3x4= 3x5= 3x4= 1.5x3 II 3x4= I 8-2-9 1 8-9-9 19-4-9 I 12-0-12 I 8-2-9 0-7-0 0-7-0 2-8-3 Plate Offsets(X,Y): (6:0-1-8,Edge),110:0-1-8,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 0.42 Vert(LL) -0.14 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.49 Vert(TL) -0.21 10-11 >670 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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. TONIO 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 007 Od WAS.1j WEBS 2-12=-994/0,2-11=0/571,4-10= 43/3,46-8=-1277/0 (9 �,� ' 0 NOTES c0 I..,i `` �� 4 1)Unbalanced floor live loads have been considered for this design. 1 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 ANSUTPI 1. ti 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 Q 4 be attached to walls at their outer ends or restrained by other means. 0 ',kb I " LOAD CASE(S) Standards ONAL10 -5,,(<, D PROP 2 "t 87022PE r' y -0j, OREG N tiff 44, 48ER -" \ ` A. HE � EXPIRES:06/30/2015 April 22,2014 4e fr A IMPA VeAly dek'igil s:r raramcenx r REAP MIES GM WE ANL MIMED MEEK REFEREAU PAGE PUT 7413 me 1125/2014 RPM USE _ Design valid for use only with Mifek connectors.This design is based only upon parameters shown,and B for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the 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/TPIl Quality Criteria,051-89 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 1fSailttrerai Pine)EP)lumber is spec-Med, ate theta st#fastbve 06/01/2013 b1A/SC Job Truss Truss Type Qty Ply 50 R41832565 PL14-92_UP F15 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:4025 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszX1 UY-kbKW3CCOOATUgJGRtbAsppjgfhlTGkS57ikMj3eyzOQSa I 2-6-0 I I 2-0-15 ii 1-2-0 I f p. I Scale=1:24.8 4x4= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 .:_, P..-1.4-... .williiiome....... j_ L FA L o o N s e e 13 12 11e 10 i • 3x4= 3x6= 3x4= 4x4= 3x4 = 10-6-7 11-2-15 I 9-9-15 91173 111-1-7 1 1 14-2-12 I 9-9-15 5-10-7-0 2-11-13 0-7-0 0-1-8 Plate Offsets(X,Y): f10:0-1-8,Edge1,111:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.69 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/TPI2007 (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. y"ONLO 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 0% Oi Wik$ Y WEBS 6-10=-744/0,2-13=-1389/0,2-12=01165,4-11=-582/0,7-9=-1441/0,7-10=0/948 C.+ y-- f r0 ., / � NOTES i ' ��� '1a 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 4 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/rPI 1. �} � 3 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 9, �,5 be attached to walls at their outer ends or restrained by other means. ' LOAD CASE(S) Standard 'ONAL 4R c O P Qp �- `.c' 87022PE * / 1C NI F SAT OREGO rt, fl�1v ''$ k‘"44 8E 4k' `9 A. He \P EXPIRES:06/30/2015 April 22,2014 4 8 WA,RNi -Yc tydxx,i a pram versadREADPkTES0;1THISANDh'MIDEDMfTEKREFE6ENaPAGE mr.r 7873res1/25/2iidSETAE USSE x�r Design valid for use only with Mifek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the � * erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IYAA AeIC fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IPI1 Quality Cdleda,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 IfSoirc erePP;ne(SP)wm�tisspecified,.rtiedredge taes08nth 06101/201 ate/Msc 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 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:40:26 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1UY-CouuGXPoEoy9uaSnkZL2FuC?ftj_BenszOTdAOzOQSZ I 1-4-12 I 1-4-0 I 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 0 N 7 .. \ A 5 4 3x4= 3x4= I 2-11-12 I 2-11-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/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 Ina' NO WB 0.07 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:15 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=253/Mechanical,5=249/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-4=-309/0,2-5=-304/0 .A" ONM) /4. NOTES a& di WASxtr 1)Refer to girder(s)for truss to truss connections. Cs 9 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Y / J r �i'Q .j 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 , ft ."=' '2 be attached to walls at their outer ends or restrained by other means. r 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. j.r.......„.... r 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 'd� 6 (Q �tLOAD CASE(S) Standard . *s. T 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 jAc, Uniform Loads(plf) Vert:4-5=-10,1-3=-100 Concentrated Loads(Ib) -17 `r 87022PE r' , co cv M y "ej, OREG•N tid1/ uC"SS ' BER \� qs A. 1-1N- EXPIRES: � EXPIRES:06/30/2015 April 22,2014 S / WARf4TM`-truer desi7anratanaiter€sxdREAD WITS ONTHIS Thati0€0MEI(SEFEREt PAGE M777473 mg-l/28/20.14BL ESE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and B for an individual building component. o ,+ 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 MTek` 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 Criled°,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 imuthern.pirfe ISP)timber is specified,thededigos wham arathaxs s#sstive 06/01/2451.3 try AiSC Job Truss Truss Type Qty Ply 5D R41832567 PL14-92_UP FG Floor Girder 2 1 Job Referencejoptional) 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:j7axn4OsHnThIyaUAczwOszX1UY-CouuGXPoEoy9uaSnkZL2FuCyuth?BcTszOTdAOzOQSZ I 1-6-0 I 1-5-10 I 1-2-0 I I 1-4-14 I 2-6-0 i Scale:3/4"=1' 1.5x3 II 1.5x3 I I 1.5x3 I I 1.5x3 I I 1 23x4= 11 3 4 53x4= 6 ci0 4 N ° ° 11:I 1d 9 e 8e3x4= XX 3x4= 3x4= 3x4= I 3-2-10 1 3-9-10 1 4-1-10 1 8-6-8 I 3-2-10 0-7-0 0-7-0 4-1-14 Plate Offsets(X,V): 18:0-1-8,Edee1,19:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) -0.04 9-10 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=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. orVONIO ij 14, 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 c' fl WAS WEBS 2-10=-804/0,2-9=0/327,5-7=-833/0,5-8=0/303 C.90 1. / p Ya NOTES of Is. , - 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. 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 , A 49639 kirk ,+ be attached to walls at their outer ends or restrained by other means. ( 1 tty 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. 4',(ONAL,a. 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 Uniform LoaVert 7-10=-8,s1-6=-8O �r����NGINE'F�`sv, Concentrated Loads(Ib) � �9 Vert:11=-169(B) 87022PE r N y��-0),OREGO. ti 411 0 ' BEE # ()1.9A" HR'' EXPIRES:06/30/2015 April 22,2014 4 9 mac-yc^/ydesiympuosuxtersa dREADhO ESCYTHISAfroiM2LtE0MIT€tfRREFERENESAGEMII7473rec1/29/2CI6ftL3 4EtJSE 1"."" Design valid for use only with MiTek connectors.This design Is based onlyupon 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 theRT�'1�.x" 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/T911 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 Seini ears Pine(SP)lumber is specified,the design>vaisres are these affective 08/01/2013 byALbC Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 1 /4 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property1u I (Drawings not to scale) Damage or Personal In offsets are indicated. rY r�� Dimensions are in ft-in-sixteenths. iii%‘,. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal orx-bracin TOP CHORDS g,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0-1/I 64 wide truss spacing,individual lateral braces themselves 0 may require bracing,or alternative Tor I O p bracing should be considered. ce F� I0 A � 3. Neverkexceedtthe designdua loadingyshown and never stack materials on inadequately braced trusses. a_ 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c�-e C6-7cs b 1O designer,erection supervisor,property owner and plates 0-1/1 ' 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,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. bytext in the bracingsection of the by AWC in the 200pr012 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 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. •M 0 reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ill III 1111 IN Min size shown is for crushing only. MIN a.4 18.Use of green or treated lumber may pose unacceptable � environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal Mil19.Review all portions of this design(front,back,words and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. uMres ais not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 i CONFORMS TO DESIGN CONCEPT CONFORNC:TO DESIGN CONCEPT WITH �( CONFORMS TO DESIGN CONCEPT REVISRINSNGTED 0 NON-CONFORMING—REVISE&RESUBMIT ❑ CONFORMS TO DESIGN CONCEPT WITH Fi 401-0. REVISIONS AS SHOWN ❑ NON-CONFORMING-REVISE AND RESUBMIT Fv r R SAI.G Fukul cu. 9/22/14 1 THIS SHOP DRAWING HAS KEN REVILED FOR GENERAL CONFORMANCE MILBRANDT ARCHITECTS i WITH THE OESIli CONCEPT ONLY AND DOES NOT RELIEVE THE FABRICATOR/VW:10R OF RESPONSIBILITY FOR CONFCCHANCE WITH THE C) DESIG .AWIE SAND SPECI ONS ALL OF WHICH HAVE PRIORITY U V OVER N S~r�AWING, ACTOR SHALL VERIFY ALL DIMENSIONS. j dd aton Date:September 19,2014 T :I � EER. G INC CJ1 __ , 1 CJ1 CJ2 __ �► �. _.._ CJ2C CJ3 , _ . I CJ3C " ICNCCJ4 __ . . . ,. NI CJ5 OC 612 v CJs v / • CJ6C CJ7 - c. . 8 I CJ7C CJ8 i iCJ8 CJ9 _ CJ9 CJ10 ® CJ10 s 4 g�; CJ11 I ° CJ11 ' l' E3 Fr CJ10 r__., - CJ10 4 N M 00 r x x _ CJ9 v CJ8 qr c 9 0.. 10:11 •• CJ7 I - CJ6 • : 10 12 6:12 CJ5 CJ12 (5) \ CJ13 10:1 — MEIu.�•. ,v_ _ CJ14 CJ16HGUS26� I : ; ,._ 1 HGUS26-2 �\ v , i 10; 12 '� CJ17 _.— �"! 'SII - Ai. - Ammo, f:-...aorrauriaza::-.mw llari �ti 4tI 171I \� , Q \ NeN — � � ' _ -111/2 \� L GARAGE LEFT 2 mmmNdP7 9'-81/2" 11'-71/2' 11'-8BEM WAIl 40'-0" ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/31/14 PLACEMENT ER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL . PROJECT TITLE: REVISION-1: DRAWINGS NR/ENFOR INE R OF E FURTHER pa Cifi mber PLAN 5-D COFFER INFORMATION. B BUILDING DEsRECORD PLAN: RESPONSIBLE FOR ALL NON-TRUSS Iii-'''.., °V DRAWN BY:JP REVISION-2 TO TRUSS CONNECTIONS.BUILDING 5 / D-D CHECKED BY. DESIGNER/ENGINEER ERIEVIEW ANDAPPROVERECORDf TO p TR �" E COMP-ANY DELIVERY LOCATION: SCALE REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. Qf 7 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. f MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall (BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown.Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988(MiTek). tk * � s 4 49 , Ns . 44' � , y A ? + '� 3Q , " N. .44, 4T i A. IQ -01 .r , oR t i4 sj � � hf,rr 3 101411/ s • EXPIRES MO/1 IIIIIIIIIIII 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 #18BTR 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 #18BTR 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 <= 12'0C, 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 TC 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)+OL( 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 BAG REQUIRED BAG 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)= 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: ICOND. 2: Design checked for net(-5 psfl uplift at 24 "or. 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. Join together 2 ply with 3'x.131 DIA GUN MAX LL DEFL 0.001" @ -1'• 0.0" Allowed = 0.100" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.001' @ -1'- 0.0' Allowed = 0.133" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.060" @ 5'- 9.8' Allowed = 0.535' nails staggered at: MAX TL CREEP DEFL = -0.178" @ 5'- 9.8" Allowed = 0.714' 9" or. in 1 rows) throughout 2x4 top chords, **HANGER BY OTHERS TO APPLY 5" or. in 2 row(s) 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 f_ ________ T T T 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 Design conforms to main windfarce-resisting 12 21.30# '' 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.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads M-4x6 M-5x8 in the plane of the truss only. M-3x8 M-4x10 M-3x8 5 1$0IT M /� /�- \ '''''''''''''''''"-.,_I M 5x10 M �� �- 1 _ 1 i 1 1\ i _ _ o� 9 10 11 12 13 - 8 �o M-5x10 M-3x8 M-3x8 M-3x8 M-5x6 M-7x8 ), ), ), y43584# ), ), 1-09-14 2-00-13 1.11.01 1-11-01 2-00-13 1-09-14 ), ) 1-00 11-07-08 4+ 0PR04, JOB NAME : POLYGON PLAN 5-D NH - AH1 „< (N ssi Scale: 0,4231 { 4517 /5// WARNINGS: GENERAL NOTES,unless otherwise noted: �, l:�rr -7 1.Builder and erection contractor should be advised of as General Notes 1.This design is based only upon the parameters shown and is for en Individual ± ®P G Truss: AH1 end Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be installed where shown+. Incorporation of component is the responsibility of the building designer. f 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced et DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by +/� Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). v-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 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. 1x v,/ SEQ. : 605 1 299 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. -,r \ A.. design loads be applied to any component. and are for"dry condition"of use. [„t -7}! 14 •. �,'r 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 ` y. fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. ILIZA r'Y 1 4y 6.This design is furnished subject to the Imitations set forth by 6.Plates shall be located on both faces of truss,end placed so their center IIIIII II II VIII HIEN VIII IIID El TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Ones. 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 11111 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 H1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF Ni&BTR SPACED 24.0" O.C. 2.3=(-64) 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 BEARING MAX VERT MAX HORZ BAG 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. IQDND. 2: Design checked for net(-5 psf) uplift at 24 "oc spec inp.1 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 I MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.196" 12 MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9" 1D.00 V MAX HORIZ. TL DEFL = -0.000' @ 1'- 10.9" NOTE:Design assumes moisture content does not exceed 19h 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, (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 cu M/- co M-3x4 y y y 1-00 2-00 'PROVIDE FULL BEARING;Jts:2,4,3I Scale: 0.6772 ���� � PR04S` d JOB NAME : POLYGON PLAN 5-D NH - AJ1 Ept, s/ WARNINGS: GENERAL NOTES,unless otherwise noted. rr��` J�ryC1::- Truss: 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 =9G ®r-C. Tr i s S: AJ1 end Warnings before construction commences. building component.Applicability of design parameters and proper !/` 2.204 compression web bradng must be Installed where shown+, incorporation of component Is the responsibility of the building designer. r 3.Additional temporary bracing to insure stebihty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: L..1 2'c.c.and at 10'o.c.respectively unless braced throughout their length by }` !� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). . DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 6051300 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 tk k/ SEQ. : 605 1 300 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, `�/4 n" 4.. design loads be applied to any component. andDes are ss"dry tof condition"g t a. 1 4 2. �4 TRANS I D: 407540 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and installation of components. necessary. " R R`s t 7.Design assumes adequate drainage is Provided. 11..ti+ 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 1111111111111 VIII VIII I III III 1111'11TPINVTCA in BCSI,copes of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 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 IIIIIIIIIIIIII 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. VON. 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/ 192H 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,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.( REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -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 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, 00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, M Truss designed for wind loads in the plane of the truss only. M/- o CD 4� -/ M-3x4 y y 1, y 1-00 2-00 1-11-11 1PROVIDE FULL BEARING;Jts:2,4,3I v. 0 PROpe JOB NAME: POLYGON PLAN 5-D NH - AJ2 , ( + si Scale: 0.6371 \� 5/l WARNINGS: GENERAL NOTES,unless otherwise noted: p t-f CC l's 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual .9 0 t"..E_ Truss: AJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2u4 compression web bracing must be installed where shown+, incorporation of component is the responsiMlty 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 2'o.c,and at 10'o.c,respectively unless braced throughout their lengQth by aP DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(6C). - ' 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 C 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. " 4_OREGON 40 SEQ. : 6051 301 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, ti". �tq'J e��� design loads be applied to any component. end are for"dry condition'of use. + ) 1 4 `. �" TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes tali bearing at all supports shown.Shim or wedge if �y fabrication,handssign anecessary. 14 r.,RO�` V ng,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 4 /^( L 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 111111111111111 TPINYTCA in SCSI,copies of which will be furnished upon request. it indicate with joint ate in nche. 9.Digitscoincide size of plate in inches. MiTBk USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 8.7" 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 #1&BTA SPACED 24.0" O.C. 2.3=(-138) 101 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 BOG 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' -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,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: 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' --V 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 0 MAX HORIZ. TL DEFL = -0.001" @ 5'- 7.9" 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=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, N Truss designed for wind loads O in the plane of the truss only. u7 M 0 O/- O 11.--- 1 411. -/ 1 M-3x4 ; 1, y 1, 1-00 2-00 3-08-11 'PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME : POLYGON PLAN 5-D NH - AJ3 .c.,<('9, � P E-iSi Scale: 0.52705// O# WARNINGS: GENERAL NOTES,unless otherwise noted: _�. prrr��� r)rC.-.:. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an individual T92.0 I". Truss: AJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper . ' ,r 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibifity of the building designer. �r.r"" 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top and bottom chords to be Iaterelly braced at - DES. BY: LJ is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by i{f a po ty permanent bracing of continuous sheathingsuch as plywood sheatNn C and/or d ` pywg g(r s rywall C). h.. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � J'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. "S7 0�EGON t„ ^if 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, �.+ N design loads be applied to any component and are for"dry condition"of use. �h "T .)4 2Q �. TRANS I D: 407540 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If V O fabrication,handling, necessary. 4^"�l R`i �,r shipment and installation of components. 7.Design assumes adequate drainage Is provided. L- 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 IIII I II II IIII 11111111111111111 III VIII I II IIII'IIII IIII TPI WfCA in BCSI,copies of which will be furnished upon request. lines coincidentwith joint acenter lines. 9. 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 OMNI 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 A1&BTR LOAD DURATION INCREASE = 1.15 1.2=( O) 72 2.4=(0) 0 BC: 2x4 KDDF N18BTR SPACED 24.0" D.C. 2-3=(-64) 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 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 (COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacin0.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.003' @ -1'- 0.0' Allowed = 0.100' 1 11 11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133' MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1' Allowed = 0.054' '' '' 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 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, (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 O N PAIIIIO O� /.001110 4� 1, 1, y 1-00 2-00 (PROVIDE FULL BEARING:Jts:2.4.3I Scale: 0.6772 \5 � 0 PRO, Eb._ - JOB NAME : POLYGON PLAN 5-D NH - ASJ1 ‹(' �y`/y��jvJIN '''t5:61i WARNINGS: GENERAL NOTES,unless otherwise noted: "!]' ��nr 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual T.9 0 r G Truss: ASJ 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. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ Is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by +, Po IY 9 continuous sheathing such as plywoodin9(rC)and/or drywaas�(BC). CC DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ 4.No load should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. `'}X OREGON 40 SEQ. : 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, rt... "?9 y 20'x.`*- TRANS � design loads be appeed to any component. and are for"dry condition"of use. O 1 4 P I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.necessassumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. F?R y t..1' 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 111111111111111111111111111111111 IIIIIIVIIIVIIIIIIIIIII(IIIIIIIIIIII IIITPINVlCA In BCSI,copies of which will be furnished upon request. lines cdicawith Joint centernches 9.Digits indicate size of plateteiinches. nches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 IIIIIIIIIIIIII 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 #1&BTR 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 #1&BTR 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- 0(-4726) 1198 13.14=( -674) 2628 3-13=( -126) 758 8-19=(-3356) 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 TC 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"0C. 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 VON. 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 BRG 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 KDDF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 7.3' 29721 11613V 0/ OH 3.50" 7.82 KDDF (1485) C,CN,CI8,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 ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc oBacing.I J Join together 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 top chords, **HANGER BY OTHERS TO APPLY MAX LL DEFL = -0,032" @ 4'- 1.6" Allowed = 0.400" \�� 5" oc in 2 row(s) throughout 2x6 bottom chords, CONC. LOAD(S) EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0.062' @ 4'• 1.6' Allowed = 0.533" /V\ 9° oc in 1 row(s) throughout 2x4 webs, MAX LL DEFL = 0.036' @ 14'- 1.5' Allowed = 0.537" 9' oc in 2 row(s) throughout 2x6 webs. MAX TL CREEP DEFL = -0.100" @ 14'- 1.5' Allowed = 0.717' MAX LL DEFL = -0.001" @ 20'- 11.5" Allowed = 0.100' MAX TL CREEP DEFL = -0.001" @ 20'- 11.5" Allowed = 0.133' f f f f �1-11-11 7 10-05 2 05 03 3 08 10 3-11-11 T 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" T f 4128# '' f < f f _f''128# fNOTE:Design assumes moisture content does 12 12 ♦ 12 not exceed 19% at time of manufacture. 10.00 7 10.00 V N10.00 Design conforms to main windforce-resisting M-4x6 M-4x6 system and components and cladding criteria. 7 M 8x8 Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, ,, NAN NNNNNkh,. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-4x6 M-5x16 Truss designed for wind loads M-5x10 M-3x4 M-5x12 M-1.5x3 in the plane of the truss only. A1iL ;co) M o--- 1 - 12 13 14 .'-..15 16 17 18 19 M 5x8 M 4x6 M 3x6 M-7x8 M-4x8 M-3x6 M-5x10 1 M-1.5x3 y 1, J y M-8x14 y , J, �y3584# J ,1 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 J' J' y y 8-04-08 0-05-08 11-01-08 1-00 J. 1, , (PROVIDE FULL BEARING;Jts:t 15.101 19-11-08 1-00 JOB NAME : POLYGON PLAN 5-D NH - BH1 Scale: 0.2765 53 . 7/5/11'96'4, WARNINGS: GENERAL NOTES,unless otherwise noted: 4, "' 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 7920.1"E r 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. 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.respectivelyhas unless braced throughout their lenggth by ,.,-. I/ continuous sheathing such as plywood sheathing(TC)and/or drywall(eC). 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' /1 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. " " OREGON '4J S E Q 'h "1i` AL. TRANS I D: 407540 design loads be applied to any component. and are for"dry condition"of use. /j4 �^' 14 �'� �,"+.,• 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If V 13 fabrication,handling,shipment and Installation of components. Design asscessary. /� R R 1 i y 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 I IIIIII II II(IIII IIII(VIII VIII VIII III IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. Anes coincide with joint center knee 9.Digits indicate size of plate in Inches. MiTek USA,Ino/COfnpuTfus Software 7.6.6(1 L)-E 10.For basic connector plata design values see ESR-1311,ESR-1988(MiTek) EXPIRES :12/311201 11E111111111 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&BTA 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=(-67) 43 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10,0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF I294V 625) '- 10.9' -73/ 68V -23/ 81H 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,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 of) 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" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" f 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 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`b at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 'V' Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, a, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), c load duration factor=1.6, o Truss designed for wind loads o in the plane of the truss only. N co vrijIMIIIIIIIIMIIMIMIIIMI M-3x4 ; y y 1-00 4-00 1PROVIDE FULL BEARING;Jts:2,3,41 JOB NAME : POLYGON PLAN 5-D NH - BJ1 co (�E /n Scale: 0.6882 44 �,\�' /! 10 WARNINGS: GENERAL NOTES,unless otherwise noted: '..7/5//#17 Vicc--` 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual (t.s .9 L,P L- c' Truss: BJ1 and Warnings before construction commences. Incorporationubuilding com of wmponencoat bitheof responsibility of parameters buid lding ropergner. r /' 2.2x4 compression web bracing must be installed where shown+. 2,Design assumes the top end 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 le th by ', 4, - DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal�C). 4:- 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. -}T ,q_OREGON fit/ 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, i. 4,r7�i .2.° ,,,,,,i- , A. design loads be applied to any component. and are for"dry condition"of use. 6 _71' 14 .2. TRANS 1 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at alt supporta shown.Shim or wedge if ,1' ', necessary. •v/�'R R 1�.�" fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. +r''TT rl 6.This design is furnished subject to the Irritations set forth by B.Plates shall be located on both faces of truss,and placed so their center I IIIIII III VIII VIII VIII i III VIII III)IIIITPINWCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. MiTek USA,Inc./CompuTfus Software 7.6.6(1 L)-E 9.Digits indicate size of plate in Inches. 10.For basic connector plate design values see ESR-1311,ESR-1965(MiTek) EXPIRES:12/31/201.5 11111 IIIIIII 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 KDOF #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=(-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 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' -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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.I 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 11 11 MAX TC PANEL LL DEFL = 0.042' @ 2'- 5.3' Allowed = 0.305" MAX TC PANEL TL DEFL = 0.039' @ 2'- 5.3' Allowed = 0.458° MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" 12 MAX HORIZ. TL DEFL = -0.001' @ 3'- 10.9" 10.00NOTE:Design assumes moisture content does not exceed 19k at time of manufacture. 1 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=l.6, o Truss designed for wind loads in the plane of the truss only. co0 COCO o cV ►EM 4► M-3x4 k 1, ), 1-00 4-00 'PROVIDE FULL BEARING;Jts:2,4,3I it PROpE JOB NAME : POLYGON PLAN 5-D NH - BJ2 5� ' Scale: 0.5824 (CI 11 �p� 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 4 ' .92®1 F E r" Truss: BJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper ' 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY' LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by a ANlar i1�A w� Po ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -w , DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ 4.No load should be applied to any component until after aN bracing and 4.Installation of truss Is the responsibility of the respective contractor. '� OREGON '•4/ 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, - . �1� \� x, design loads be applied to any component. and are for"dry condition"of use •7 14 ^�^� 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 {a fabrication,handling,shipment and Installation of components. necessary. b V 7.Plates assumes adequate drainage Is of provided. r-i{ I;„3 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 IIIIII II II VIII VIII IIID I III IIII IIII IIIITPINJTCA in BCSI,copies of which will be furnished upon request. git c dicae with joint centerlines. 9.Digits indicate size of plateteIinches. nches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 8.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF M1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.5=(0) 0 BC: 2x4 KDDF R1&BTR SPACED 24.0" O.C. 2-3=(-205) 171 3.4=( -58) 25 TO 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' -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 (GOND. 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 IC PANEL LL DEFL = 0.009' @ 1'- 10.0' Allowed = 0.286' 12 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 system and components and cladding criteria. �' o Wind: 140 mph, h=21.6ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, N (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M 4 O� ► 5► 1 M-3x4 y 1, ), y 1-00 4-00 1-08-15 (PROVIDE FULL BEARING:4ts:2,5,3,41 �,, 0 P R OpS JOB NAME : POLYGON PLAN 5-D NH - BJ3 )Nab 6S Scale: 0,5270 \� d� /5// WARNINGS: GENERAL NOTES,unless otherwise noted: , p 2•0pp C -37 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 •.9s r"L Truss: BJ 3 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 responsibmty of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at +� DES. BY: LJ is the responsibility of the erector.Additional permanent brad2'o.c.and at 10'o.c.respectively unless braced throughout their length by ng of continuous sheathing such as plywood sheathing(TC)and/or drywaa(BC). DATE: 9/5/2014 the overall structure la the responsibibty of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ A SEQ. 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON .y S E Q" : 6051308 fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used In a noncorrosive environment, //^-74 Q\� design loads be applied to any component. and are for"dry condition"of use. .0 _7 Y 14 2- 4 TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at all supports shown.Shim or wedge If fabrication,handling, necessary. 1 ` shipment and installation of components. 7.Design assumes adequate drainage is provided. G r-Y 1.4 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 l IUII II II VIII Illll VIII VIII III'(III I'll TPI WTCA in BCSI,copies of which will furnished upon request. lines with joint center Ines. 9.Digits indicate size of plate In inches. MiTekUSA,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 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-48) 41 1.3=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'. 0.0" -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,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (COND. 2: Design checked for net(-5 soft uplift at 24 "ox spacing. REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX IC 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 ,r ,, 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, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=1.6, 10.00 V Truss designed for wind loads ' in the plane of the truss only. t at 0 0 0 N (ham 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 � 0 �'N o>�6:P Scale: 0.7703 5 {� 4✓ 5/17` WARNINGS: GENERAL NOTES,unless otherwise noted: c- 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 Q• .✓G 0 0 f E r Truss: BSJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 1/^/M 2.254 compression web bredng 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 �raa . DES. BY: LJ Is the responsibility(lithe erector.Additional permanent bracing of 2'o•c.and at 10'o.c.respectively unless braced throughout their length byr' #,,pv^^ DATE: 9/5/2014 responsibility g designer. continuous sheathing such as plywood sheathing(TC)and/or drywatl(BC). the overall structure is the res onsibiN of the building 3.25 Impact bridging or lateral bredng required where shown++ tr 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. "jr OREGON Ix 40 loadsSEQ. : 6051310fasteners are complete and at no time should any greater than 5.Design assumes trusses are to be used In a non-corrosive environment, G 'I design loads be applied to any component. and are for"dry condition"of use, .� -7� (�� *`#,� TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge if Q 14 ., fabrication,handling,shipment and installation of components. necessary. provided. C*ty h`i l 6.This design Is furnished subject to the imitations set forth by 7.Platesnshall be locatassumes ed on both faces of truss,and placed so their center /li4:r'f rl bL• I(IIII IIII IIII VIII I III VIII(IIII III IIIITPINYTCA In BCSI,copies of which will be furnished upon request. lines coincidewith joint center nes. 9.Digits indicate size of plate in inches. 10. r 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 IIIIIIIIIIIIII 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 g16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 79 2-10=( -983) 3050 3.10=(-298) 299 BC: 2x4 KDDF N18BTR 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'OC. 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 ERG AREA M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SO.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) 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 = 0.206' @ 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 'f T NOTE:Design assumes moisture content does 7-04 7-01 7-06-15 7-06-15 7-01 7-04-02 not exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting 6.00 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 „X (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), i4 load duration factor=l.6, M-5x8(S) �' M-5x8(5) Truss designed for wind loads in the plane of the truss only. 0.25" 0,25" M-1.5x3 M-1.5x3 3 .._iiir C) N 0 1M-3x8 M 3x4 X0.25"0 .252 M-3x4 M-3x8'\ o M-5x8(S) M-5x8(S) )- y ), y ), ), 9-00-11 8-11-05 7-11-14 8-11-05 9-00-13 y y y y 1-06-12 44-00 1-06-12 ��R>;;,p PR0,re JOB NAME : POLYGON PLAN 5-D NH - Cl 3oale: D-,506 �� ! iN WARNINGS: GENERAL NOTES,unless otherwise noted: v pprrr��� �� 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 =7PE r" Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be instated where shown+, incorporation of component Is the responsibitty of the building designer. Aller 3.Additional temporary bracing to Insure stehitty during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'c.c.and at 10'o.c.respectively unless braced throughout their length by 40 DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/or d C' DATE: 9/5/2014 r cng her s rywali c). the overallahouldbe structure Is the responsibility comp of the building designer.rac a 3.In Impact bridging or te lateral bracing ity of the where shown++ OREGON f� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. �! q_ ^V SEQ. : 6051311 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� '*l,�Y c;\ -4...``'� design loads be applied to any component. and are for"dry condition"of use. 1 4 2. �" 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 j` �y fabrication,handling, necessary. `R RIO, t_'. V shipment and Installation of components. 7.Design assumes adequate drainage is provided. 1 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 11111111111110111 TPIANTCA in BCSI,copies of which will furnished upon request. git coincideinwith joint ate in inches.9.Digitssndsize oMate in Ines. cf C MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES;12/31/2015 IIIIII(IIIIII 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 k1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 79 2- 9=(-1042) 3021 3. 9=(•298) 299 BC: 2x4 KDDF R18,BTR SPACED 24.0" O.C. 2- 3=(-3324) 1271 9.10=( -809) 2538 9. 4=(-182) 816 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 12- 7=(-247) 336 OVERHANGS: 18.8" 0.0" LL = 25 PSF Ground Snow (Pg) 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 SO.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,C18,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" ;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 = 0.017' @ -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 = 2.858" 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 I 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. Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, 12 M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 4 6.00 load duration factor=1.6, 4.0" Truss designed for wind loads 5 4",' in the plane of the truss only. M-5x8(S) 0.25" M-5x8(S) 0.25" M-1"5x3 M-1"5x3 r /\41IN*4144444411%441%,,,,A ..,,M-3x80°1'....1°.°41cf/..d. \ 0O M- - co o �M•3x8 M-3x4 9 10.25" 0.251 12 M-3x4 **8 CDo M-5x8(S) M-5x8(S) y y 9-00-11 8-11-05 7-11-14 8-11-05 8-09-13 y 1-06-12 43-09 t0 PRopt JOB NAME : POLYGON PLAN 5-D NH - C3 Scale: 0.1508 ��.<(' C75//7" /rtj�/(N, S WARNINGS: GENERAL NOTES,unless otherwise noted: 4,A5 V'(]'r� • / 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 4 . .✓2 0•PG r Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper .r' lf/ 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibiity 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 y�aa0e. DES. BY: LJ2'c.c.and at 10'o.c.respectively unless braced throughout their length by i Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywallC). „ 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 SEQ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. "}7 OREGON S E Q G v N A.. design loads be applied to any component. and are for"dry condition"of use. �� 'q}F 4 2� ..�,. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at alt supports shown.Shim or wedge if �1Y. fabrication,handling, necessary. J� h R}S shipment and Installation of components. 7, ecassumes adequate drainage Is provided. +l 4.\+ 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 Ill 10 111 IIII I IIIIll II III IIII IIIITPI/WfCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center 9.Digits indicate size of plate in inches. 10. / MiTek USA,InC./CotnpuTfus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-09-00 STUB HIP-0 SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF #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 T2, T3 2- 3=(-6766) 2286 13-14=(-3060) 8274 13- 4=( -486) 1888 BC: 2x6 KDDF #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. IC 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 IC CONE 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 IAC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.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) = CompuTrus, Inc ( 2 ) complete trusses required. M,M20HS,M18HS,M16 = MiTek MT series �� Join together 2 ply with 3"x.131 DIA GUN ICOND. 2: Design checked for net(-5 sof) uplift at 24 "oc spacing.) nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc 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,XX MAX TL CREEP DEFL -0.005" @ -1'- 8.0" Allowed = 0.222" 9" oc in 2 rows) throughout 2x6 bottom chords, MAX LL DEFL = 0.269" @ 22'- 0.0' Allowed = 2.142" 9" oc in 1 rows) 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 '( .( 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 T T 1' 533.30# ' ' f '33.30# T T 12 12 6.00[7 M-7x8(S) .";::16.00 M-5x6 M-3x5 0.25" M-3x5 y id-5x6 6 � y8 w 12 .. 13,. * -1.5x3 M-1.5x3 + \/\.../ E 1 r M-3x8 c / 13 14R 'r (5 16 *12 o IM-3x8 M-3x8 0.25" 0.25' M-3x8 cs M-7x8(S) M-7x8(S) ), ), ), y y y y 9-03-07 8-06-04 8-04-08 8-06-04 9-00-07 y 1-08 43-09 X9,0° PRQpets JOB NAME : POLYGON PLAN 5-D NH - CH1 Scale: 0.1499 ��.. f,'y(y[}(,�JA"1 s�o WARNINGS; GENERAL NOTES,unless otherwise noted: l;,t� 4 pp' �" ' - 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual =J P E S"` Truss: CI-11 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bradng must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r fy. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ OREGON K 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 ^V SEQ. : 6051313 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, £, '-'4)# Q�Q design loads be applied to any component. and are for"dry condition"of use. O14 2- �Q, TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes on bearing at all supports shown.Shim or wedge if `- necessary. t fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. P R`LN- 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both feces of truss,end placed so their center IIIIII I II VIII II II VIII I III(IIII I II IIII TPIANTCA in BCSI,copies of which will be furnished upon request. lines cindcae withzjoint aIn nche. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,EOR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII 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 2-13=(-1346) 2900 3.13=( -97) 178 2x6 KDDF N1&BTR T2, T3 SPACED 24.0" O.C. 2- 3=(-3372) 1652 13.14=(-1691) 3901 13- 4=( -331) 1025 BC: 2x6 KDDF #1&BTR 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 1OPSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SO.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 )GOND. 2: Design checked for net(-5 psfl 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=1.6, 13-03-11 17-04-10 13-00-11 Truss designed for wind loads 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 1' 1' T T '1 T 1' ') T '1 1' 12 5 9 12 s.00 M-7x8 S \ Q 6.00 M M-5x6 M-6x5 7 0.25" -6x5 M-4x6 ' I' y 13.. M-1.5x3 M-1.5x3 \ 1/\/ 0, M-3x8 u, C3 .. 13 is 4 T js 16 *12 o 0 M-3x8 M-3x8 0.25" 0.25' M-3x8 0 M-7x8(S) M-7x8(S) y y y y ), ), ,, y 9-03-07 8-06-04 8-04-08 8-06-04 9-00-07 y 1-08 43-09 ,0 PROPe JOB NAME : POLYGON PLAN 5-D NH - CH2 Scale: D.,499 � INS 'bio t 1511 WARNINGS: GENERAL NOTES,unless otherwise noted: h rr�� © �1,. �+u rrff 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 ..76./I L Truss: CH2 and Warnings before construction commences. building component.Applicability of design parameters and proper /r/ 2.2x4 compression web bredng must be Installed where shown+, incorporation of component Is the responsib ty of the building designer. 3.Additional temporary bracing to Insure stabiBty during construction 2.Design assumes the top and bottom chords to be laterally braced at --- DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by +/ • is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal 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++ 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 Ix {G/ SEQ. : 6051314 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/ -.4 Q\ �. design loads be applied to any component. and are for"dry condition"of use. „ -7}� 14 '• • TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beadng at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. 4 �7,Design assumes adequate drainage is provided. 1,11‘..\-- 6.This design Is furnished subject to the imitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center IIIIII III I VIII VIII VIII VIII VIII III)IIII TPINVTCA in BCSI,copies of which will be furnished upon request. git coincide with joint acenter 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 1IIIIIII 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 2-13=(-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 2x4 IF 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. VON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2228) 1099 17-12=(-1021) 2712 15- 7=( 0) 274 BC LATERAL SUPPORT <= 12"0C. VON. 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"0C 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/ 19tH 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 ICOND. 2: Design checked for net(-5 osf) uplift at 24 "on 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 = 0.085' @ 43'- 3.5" MAX HORIZ. IL DEFL = 0.142" @ 43'- 3.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 16-07-11 10-08-10 16-04-11 Design conforms to main windforce-resisting T T T T system and components and cladding criteria. 5-02-03 0-04-08 5-04-05 5-05-11 5-04-06 T 1' 1`'1 I II I T I 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), '( I T IT I f-r I T load duration factor=1.6, 12 12 Truss designed for wind loads 6.0017' M-5X6(S) M-4x6 M-3x8 M-4x6 '<J6.00 in the plane of the truss only. 0.25" M-5x6(S) 0 25" 44 fa M-1.5x3 + + M1 -1.5x3 /*. co $ M-3x10 "n A �` o c 13 14 1 15 °(' 1,6 17 *12 � o M-3x8 M-3x4 0.25" M-1.5x3 0.25 M-3x4 8 M-5x8(S) M-5x8(S) 1 ) 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). v` 0 PROFes JOB NAME : POLYGON PLAN 5-D NH - CH3 Scala, Q.,483 ,co INS sid WARNINGS: GENERAL NOTES,unless otherwise noted: 4.7 `'. 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 loran Individual 4 . .9200PE 1'' 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. /die" 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 lenn(�th by a/ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal3C). . 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. '}r 4 V 4t,� SEQ. : 6 051315 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 4. -'7q \b` A, design bads be applied to any component. and are for"dry condition"of use. 4 2. P`�- TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Designassume tug bearing at all supports shown.Shim or wedge if ,�1tq_ �y fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. l"'r�R 11..\- 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 IIIIII II II VIII VIII I III IIII VIII IIII IIII TPI/WMA In BCSI,copies of which will be furnished upon request. git indicate with joint ate in nches 9.Digits Indicate size of plate In inches. MiTek USA,InC./CompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII 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 H1&BTR LOAD DURATION INCREASE = 1.15 1. 2=( 0) 84 2.14=(-1262) 2926 3-14=(-151) 184 BC: 2x4 KDDF 111&BTR SPACED 24.0" O.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°OC. 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 SQ.IN. (SPECIES) plate prefix designators: 0'- 0.0' -444/ 2038V -198/ 198H 5.50" 3.26 KDDF ( 625) (orprefix) = CompuTrus, Inc 44'- 0.0' -444/ 2038V 0/ OH 5,50' 3.26 KDDF ( 625) C Connector8,CN18 no refix M,M2OHS,M18HS,M16 = MiTek MT series '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 = 0.022" @ -1'- 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 NOTE:Design assumes moisture content does T 1' 1' T f ' '1 ' ' 1' not exceed 19% at time of manufacture. 12 6 8 12 Design conforms to main windforce-resisting 6.00 D Q 6.00 system and components and cladding criteria. M-4x6 M-4x6 M-3x8 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, > „< (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5X6 S load duration factor=1.6, 0.25"( M-5x6(S) Truss designed for wind loads 0.25" in the plane of the truss only. fir!_ is M-1.5x3 irAlbik +, .+ M 1.5x3 A :I • v r a 18 o �M-3x8 M-3x4 a 141 .25" M-11.6 1165x3 0.257 M 3x4 M-3x8i'%43 M-5x8(S) M-5x8(S) y y ). ,1 ), t' y y y 8-04-03 7-09-04 5-10-09 5-10-09 7-09-04 8-04-03 y y 1-08 44-00 1-08 JOB NAME : POLYGON PLAN 5-D NH - CH4 ,c �.AG(tvR �`-Ssi Scale: 0.1623 ' 1-5/I ' ° WARNINGS: GENERAL NOTES,unless otherwise noted: p t��C* 1,,,. �+ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .90('L Truss: CH4 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 slab sty during construction 2.Design assumes the top and bottom chords to be laterally braced at 1110.. DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �I" i/ar. is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)and/or d ��` DATE: 9/5/2014 the overall stntcture is the responsibility of the building designer. 3.2x Impact bridging lateral bracing required who er shown+ all(BC). _ • "7 t C �+ �1 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON *5f SE Q. : 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, Gy q, ,4 design loads be applied to any component. and are for"dry condition"of use. !t 1 a *Q �^• + 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 V fabrication,handling, necessary. SFR RIO"shipment and installation of components. 7.Design assumes adequate drainage is provided. L; t. 6.This design is furnished subject to the Fmitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III II VIII VIII VIII VIII I III VIII IIII IIII TPI WTCA in SCSI,copies of which will be furnished upon request. git coincide with joint centerInches.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:12/31/201.5 11111111111111 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=(-71) 97 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 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 psfl 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" 1 ,' 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. -/ Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=l.6, 10.00o Truss designed for wind loads �� o v in the plane of the truss only. 0 M� r a O o� ►�� ►��4 '� 1 M-3x4 y y y 1-00 (PROVIDE FULL BEARING:Jts:2,3,4I 6-00 .6,ta PROpr. JOB NAME: POLYGON PLAN 5-D NH - CJ1 Scale: 0.6954 �.� ,y,[}„�IN 4o WARNINGS: GENERAL NOTES,unless otherwise noted: ' ''7/5//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 1 . 7920$PE r Truss: CJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web brsdng must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stabilty during construction 2•Design assumes the top and bottom chords to be laterally braced at rsa DES. BY• LJ is the reg nsibilty of the erector.Additionalpermanent bracingof 2'continuous and at 10'o.c.respectively unless braced throughout their length by �"�rlmm+ + saw Po continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). # /�ryr�/� a' �, DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3. Impact bridging or lateral brsdng required where shown++ OREGON 4.No load should be appled to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. '� ^V SEQ. : 6051317 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L) a7 0\D design loads be appled to any component. and are for"dry condition"of use. O _7 1 4 p. 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 {y fabrication,handling,shipment and installation of components. Design anecessary. �R R t�t V 9• P Po 7. latesassumes adequate one dthifac a is provided.trus, C R 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 1111111111111111 TPINVTCA in BCSI,copies of which will furnished upon request. Digit coinddeIntwith joint ate In nche. 9.Digits indicate size of plate In inches. 9 MITBkUSA,Inc./CompuTrusSORware7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITelt) EXPIRES:12/31/2015 IIIIII 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 TO: 2x4 KDDF 91&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 72 2.4=(0) 0 BC: 2x4 KDDF 91&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 SO.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 IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spec inp.1 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" - '1 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" 10.00(/ MAX BC PANEL TL DEFL = -0.023" @ 3'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = 0.000" @ 2'- 3.6" MAX HORIZ. TL DEFL = 0.000" @ 2'- 3.6" -/ 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=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, c (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads N in the plane of the truss only. co PIJLMIIIMIIIIIIMIIMIIIIIMIIIIMIIIIIMO o� ��� ��14 M-3x4 y y y 1-00 'PROVIDE FULL BEARING:Jts:2,3,4J 6-00 �,0 RR O4�S JOB NAME : POLYGON PLAN 5-D NH - CJ2 Scale: Q.6704 ("+ s, ` 15/1 °1 WARNINGS: GENERAL NOTES,unless otherwise noted: pn cc-- '�„ f� �] 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual .7 t G Truss: CJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper Aoor 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 et .rte. DES. BY: LJ 2'o.c.and at 10'o.c,respectively unless braced throughout their length by +/Sam is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as (B ) DATE: 9/5/2014 responsibilitybuilding designer. Impactbridging or PNingoequeadhwhere shown drywall C. y� the overall structure Is the res nsibili of the 3.2x bdd in or lateral bracingrequired shown++ �c 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "}7 OREGON h <ft SEQ. : 6051318 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, L design loads be applied to any component. and are for"dry condition"of use. �/t 3^ ,�4 t�Q� �..�` TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the e•Design assumes full bearing at ail supports shown.Shim or wedge if V1!)11 fabrication,handling,shipment and installation of components. necessary. ( E�RIO- 7. 6.This design is furnished subject to the limitations set forth Design assumes adequate drainage Is provided. 111111111111111111111111111111 LIA III I VIII IIII VIII IIII VIII III IIII g 1 by 8.Plates shall be located on both faces of truss,and placed so their center 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./ComlpuTruo Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(-49) 63 3.5=( 0) 76 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-118) 14 5-6=(-30) 95 3-6c(-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 IC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -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,M2OHS,M18HS,M16 = MiTek MT series '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 2-04-06 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX MAX TLCREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1' '1' MAX LL DEFL = -0.001" @ 2'- 5.5" Allowed = 0.159" MAX TC PANEL LL DEFL = 0.003" @ 0'- 11.5" Allowed = 0.081" 12 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" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting osystem and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCOL=4.2,BCOL=6.0, ASCE 7-10, IIIIIIIIIIIIIIIIIIIIIIIIII M 3x5Q Tload ddeAll signed forowi ds Coat.2, Exp.B, MWFRS(Dir), " Truss designed for wind loads �� //‘:'1:1%1111111j � 6 '' in the plane of the truss only. v �� M-1.5x3 • o� o M-5x6 +•2X WEDGE W/(2) M-2.5X4 TYP. - 2.75 12 ), y y ) 2-05-08 2-09-13 0-08-11 1-00 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING;Jts:2,4,6I �' ,p PR pp. s JOB NAME : POLYGON PLAN 5-D NH - CJ2C 5 )NE Scale: 0.5669 '7/5//r G? WARNINGS: GENERAL NOTES,unless otherwise noted: IS�� 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 ".9 2t®P C. r CJ2C and Warnings before construction commences. building component.Applicability of design parameters and proper 1'Truss: CJ 2 V incorporation of component Is the responsibllty of the building designer. 2.2x4 compression web bracing must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,"„O.apor , 1 DES. BY: U is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal�C). l DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown++ OREGON t��� 4.No bad should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. t o `o SEQ. : 6051319 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G, -+7 r�5 O\ {�. design loads be applied to any component. and are for"dry conditlon"of use. O y 1 4 . �y, r TRANS 1 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 ,�I04R10-. Vl fabrication,handbng,shipment and installation of components. necessary. ' V P Po 7.Designcassumes adequate drainage is provided. 6.This design is furnished subject to the Irritations set forth by a.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII VIII VIII VIII VIII IIII IIII TPI WTCA in SCSI,copies of which will be furnished upon request. Digit cdicawithizjoint ate In nche. 9.Digits indicate size oplate toInches.Ie. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) EXPI R ES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(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 KDDF ( 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 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 of) 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 = 0.099" 3-06-13 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.132" f MAX IC 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' 10.00 7 -/ MAX HORIZ. TL DEFL = 0.000" @ 3'- 6.1° NOTE:Design assumes moisture content does 0 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, cc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), O load duration factor=l.6, v Truss designed for wind loads o in the plane of the truss only. co co RITIMIllillilliEllilliO o� ►� ►14 M-3x4 y y y 1-00 (PROVIDE FULL BEARING:Jts:2,3"41 6-00 t0 PR04- JOB NAME : POLYGON PLAN 5-D NH - CJ3 Scale: 0.5917 .� (^'1 44.9 0 WARNINGS: GENERAL NOTES,unless otherwise noted: CI�� (3 5' 1 C "Trus1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual T.9> PE 1-- Truss: s: CJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper Air2.2x4 compression web bradng must be installed where shown+• Incorporation of component is the responsibility of the building designer. 3.Additional temporary bradng to Insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced et DES. BY: LJ2'o.c.and at 10'o.c,respectively unless braced throughout their length by / is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �" 4 CC DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral braying required where shown++ SEQ. 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. -}7r OREGON 1k i(i S E Q. : 6051 320 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L/�y 4 4 N. �. design loads be no can to any component. and are for"dry condition"of use. 6 _7}` 14 4 ?, �.., TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing at all supports shown.Shim or wedge if 0, fabrication,handling,shipment and Installation of components. eessary. [-.F1 R ILA- ` V 7.Designlaesassumes adequate ny l faces of truss,and placed so their center IIIIII II II VIII VIII VIII VIII III I II I IIIITPIMfi CA in SCSI,copies of which will be furnished upon request. tnes coindde 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 11 M1 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 41&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(-52) 89 6-5=( 0) 18 BC: 2x4 KDDF N1&BTR 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"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG 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,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design Checked for net(-5 ssfl 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 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" T . MAX HORIZ. TL DEFL = 0.005' @ 5'- 7.5" 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 10.00 V 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), liiraJJIIIIIIIIPPlI%._. � Trus duration fforowi6 Truss designed for windnd �oads in the plane of the truss only. N 4 �1 w C7 -V o m o M-1.5x3 '/- - 6 0 0 M-3x4 M-3x4 M-3x4 ,/ y .1- 2-03-12 2-03-12 3-08.04 y i' i' i' 1-00 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING:Jts:2,4,7) 5,t0 PR OFtS JOB NAME : POLYGON PLAN 5-D NH - CJ3C Scale: 0.4986 \�� l�y,/y[}j�J(N,= `'s4O WARNINGS: GENERAL NOTES,unless otherwise noted: �� y(�rrr��� f� ' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 4 =9 ®P E r Truss: CJ 3C 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 responsibilty of the building designer. 3.Additional temporary bracing to insure stability during consW coon 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 419. DES. BY: LJIs the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywea(BC). r f 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 end 4.Installation of truss is the responsibility of the respective contractor. -j� +y SEQ. : 6051321 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 "7 V. 1•. design loads be applied to any component. and are for"dry condition"of use. -7 14 L, 4.. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibitty for the e•Design assumes full bearing at all supports shown.Shim or wedge If fabrication,handling, Dnesign assumescessary. 7R A`i 1 shipment and Installation of components. 7.Design adequate drainage is provided. C�l rt int+ 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,end placed so their center In VIII VIII VIII VIII VIII VIII 111 IIIITPI/WTCA In BCSI,copies of which will furnished upon request. git coincide with jointcenter Pones. g.Digits Indicate size of plate in Inches. r MiTek USA,Inc./CompuTrus Software+7,6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-11188(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF N18BTR SPACED 24.0" O.C. 2-3=)-109) 95 TC LATERAL SUPPORT <= 12"OC. VON. 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' -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 ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' 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 f 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" MAX HORIZ. TL DEFL = -0.001' @ 4'- 8.4" 10.001,77 �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=21.2ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, t. (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), CD load duration factor=l.6, o Truss designed for wind loads in the plane of the truss only. +o- o)o) +-/- v• O c ► ►Ba4 -/ M-3x4 * * * 1-00 6-00 'PROVIDE FULL BEARING;Jts:2,3,41 ,t0 PROFA JOB NAME : POLYGON PLAN 5-D NH - CJ4 � INS s, Scale: 0.5377 ! ° ' WARNINGS: GENERAL NOTES,unless otherwise noted: ' [+'.! � �� r- -7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual 7 .PE r Truss: CJ 4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. 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 len@@t�h by • is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall$C). 18/ 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++ SE �1 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. �}_OREGON 40 SE Q" : 6051322 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, i+/ -ala . Q� A... design loads be applied to any component. and are for"dry condition"of use. d '7 /4 2- t" • 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. '�-`•Milt- 6. ` Design assumes adequate drainage is provided. L4• 7. This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of buss,and placed so their center IIIIII IIII VIII VIII VIII VIII VIII II IIIITPI WTCA in BCSI,copies of which will be furnished upon request. lines coincidewith jointanr lines.. 9.Digits Indicate size offpplatete 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 11113 111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.6=( -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°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 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,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND, 2: Design checked for net(-5 psfl uplift at 24 "oc spacing,) 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' T 4-09-04 f 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 0 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=1.6, Truss designed for wind loads 10M in the plane of the truss only. AI. . 1 M r,- .t 7 -/ cp _ m M-3x4 o M-1.5x3 0 a=. 6 c M-3x4 M-3x4 y y y 2-03-12 3-08-04 1-00 2-05-08 6-00 3-06-08 [PROVIDE FULL BEARING:Jts:2,4,71 e.i` '0 PR0k%, JOB NAME : POLYGON PLAN 5-D NH - CJ4C 4• [NE s/ Scale: 0.4610 ( 5/l ' WARNINGS: GENERAL NOTES,unless otherwise noted: 4 . E 1.Builder and erection contractor should be advised of as parameters shown Notes 1.This design Is based only upon the parameteshown and is for an individual 792e P Truss: CJ 4C 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. p+" 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 4/�` is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as ) `» " plywood where and/or+drywall C. DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ d I1 4.No load should be applied to any component until after as bracing and 4.Installation of truss is the responsibility of the respective contractor. 7OREGON 40 SEQ. : 6051 323 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 f V 4Nb` A.. design loads be applied to any component and are for"dry condition"of use. d Y 1 4 2 �^� TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 5.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. `R R y`L 7.Designlatesassumes adequateatedon drainageh istrus,provided. C rl 8.This design is furnished subject to the limitations set forth by e.Plates shall be located both faces of truss,and placed so their center IIIIII II II VIII VIII I III VIII VIII I II[III TPIM/ICA In SCSI,copies of which will be furnished upon request. lines coincidentwith Joint ate in inches.9.Digits indicate size of plate in [� o MITOkUSA,InC./COmpUTru3Software+7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) .EXPIRES:12/31/2015 1E1IIIIIII 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&BTR 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 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,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 psfl uplift at 24 "oc spac inqd 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" ) 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=21.7ft, 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 D in the plane of the truss only. -4- c:, in c") r/- v o� �� 4�� -/ M-3x4 y y ). 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,4,31 Scale: 0.4821 \�'<(" PR(?F�61 JOB NAME : POLYGON PLAN 5-D NH - CJ5 (Nt •I%5/l `"1- WARNINGS: GENERAL NOTES,unless otherwise noted: �� pp rrr��� C •'Qt•,,, 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 !7 PE Truss: CJ5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web braang must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stebidty 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 r AMP' • is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). !' fes. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Ai C �1 6051324 C �] d 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 CJREGON Eo S E Q" : 6051 324 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L/ �ii 0� �. A .1 design loads be applied to any component. and are for"dry condition"of use. /� •7}i 1 r� e'.. 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 V fabrication,handling, resign . -.. n I f t shipment and installation of components. 7,Design assumes adequate drainage is provided. C f-1 Lt�• 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIII I IIIIIII(III IIIIIII I II(III(IIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines 9.Digits indicate size of plate in Inches. MITekUSA,InC./CompuTfusSoftware7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988 EXPIRES:12/3 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 HOOF q1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-6=(-150) 175 6.5=( 0) 18 BC: 2x4 KDDF M1&BTR SPACED 24.0' O.C. 2-3=(-257) 55 5-7=(-195) 224 5.3=( 0) 51 WEBS: 2x4 KODF STAND 3.4=( -87) 66 3-7=(-249) 216 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0' -34/ 398V -66/ 185H 5.50' 0.64 KDOF ( 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,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (COND, 2: Design checked for net(-5 psf) uplift at 24 "on spacing.) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002' @ -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' ' T 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 V 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 �p 111111111116.- co8 7 -/ cr ��i •-M-3x4 o M-1.5x3 0 0 M-3x4 M-3x4 1, 1, /, 2-03-12 3-08-04 I I J' I 1-00 2-05-08 6-00 3-06-08 )PROVIDE FULL BEARING:Jts:2,7,41 JOB NAME : POLYGON PLAN 5-D NH - CJ5C Scale: Q.4046 �5.<` �p [NJfj�f`Ys% WARNINGS: GENERAL NOTES,unless otherwise noted: 451 'rf "n"c- � 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for an individual °' =92.10 f-E r Truss: CJ5C 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 7 Design assumes the tap and bottom chords to be laterally braced at �r�r 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 byJaa� continuous sheathing such as plywood sheathing(TC)and/or drywalC). �- 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** SEQ. + 4.No load should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON 14 SE Q. : 6051325 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L� •7 2P-\Ix A design loads be applied to any component. and are for"dry condition"of use. Q ../)' 1 4 0- 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 {� fabrication,handling, Design asscessary. R R 1 V shipment and installation of components. 7.Design assumes adequate drainage Is provided. 0 6.This design Is furnished subject to the tinitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII IIII VIII VIII VIII i III I III IIII IIIITPINJTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111 IIIIIIII This 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&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF //IOTA SPACED 24.0" O.C. 2.3=(-217) 192 3.4=(-115) 66 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG 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 OM. 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" @ -i'- 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" 0 0 014 MAX HORIZ. LL DEFL = -0.003" @ 5'- 11.2" 12 MAX HORIZ. TL DEFL = -0.003" @ 5'- 11.2" 10,00 V )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. 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=1.6, o Truss designed for wind loads in the plane of the truss only. M 7,- v- c, , O/- 5 .= O M-3x4 1, y 1, y 1-00 6-00 1-02 'PROVIDE FULL BEARING:Jts:2.5.3,41 �v,.,0 PR OFFS, JOB NAME : POLYGON PLAN 5-D NH - CJ6 c- (N si Scale: 0,4578 '` t.CI 0. O� WARNINGS: GENERAL NOTES,unless otherwise noted: !^frrr���*'3 C' IP 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 4 792.0 t P E 1-' Truss: CJ6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web braang must be Installed where shown+. Incorporation of component is the responsibiity of the building designer. 3.Additional temporary bracing to Insure stebiity during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY' LJ responsibility permanent bracing of 2'o.c.and at 10'o.c.such astNely unless braced throughout their length by ,/' Y wr+" is the res nsibii of the erector.Additional /" �r', DATE: 9/5/2014 responsibilitybuilding 9 2x Impact ridge ng such plywoodgheed when C)and/or drywall(BC). SO C, the overall eWcture Is the of the designer. 3.2x Impact britt i or lateral bracingrequired where shown++ " 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 OREGON 4j,/ SEQ. : 6051326 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses areto be used in a non-corrosive environment, L�h V �\ A. design loads be applied to any component. end are for"dry condition"of use. V 1' 1 4 2• �'�-' 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 q_ {� fabrication,handling, necessary. `�' t Y shipment and Installation of components. 7.Design assumes adequate drainage Is provided. C{ I�b 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 11111111111111111111 VTPI WTCA In SCSI,copies of which will be furnished upon request. lines with joint center nnval 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:12/31/201.5 IIIIIIIIIIIIII 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 ((ABTA LOAD DURATION INCREASE = 1.15 1-2=) 0) 72 2-7°(-114) 160 7.6=( 0) 18 BC: 2x4 KDDF N1&BTA SPACED 24.0' O.C. 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 IC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA OVERHANGS: 12.0" 0.0' LOCATIONS REACTIONS REACTIONS SIZE SO.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,CN18 (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 'COND. 2: Design checked for netj-5 psfl uplift at 24 "ox 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 = 0.006' @ 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" -V NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. i Design conforms to main windforce-resisting system and components and cladding criteria. i) 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 t. m M-3x4 wF o 6. v �ll.m M-3x4 n N 7 M-1"5x3 -/c o O M-3x4 2-03-12 3-08-04 J Y. y J. 1-00 y 2-05-08 4-08-09 1 y 6-00 1-02-01 (PROVIDE FULL BEARING:Jts:2,8.4.51 JOB NAME : POLYGON PLAN 5-D NH - CJ6C 5�(c� a PROF Scale: 0.3413 `� rj WARNINGS: GENERAL NOTES,unless otherwise noted: /"n c- 1, '. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual R 924 OP L- T r u s s: CJ6C 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. >f , Ie"/ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced et 041100111P DES. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by i'.+fa�"" DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). tr DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ 4.No load should be applied to any component until after all bracing end 4.Instalation of truss is the responsibility of the respective contractor. OREGON '(t! SEQ. : 6051327 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L, wr, c�0 design loads be applied to any component. Design are for"dry condition"of use. ,U -T f 14 2, „{i•'�- 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 `' necessary. iL^ty R`i fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. S�'1 L 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 IIIIII VIII VIII VIII VIII II II VIII IIII IIII TPI/WfCA in BCSI,copies of which will be furnished upon request. gdicae with joint acenter Ines. 9.Digits indicate size of plate in Inches. c: MITek USA,Inc./CompuTrus Software+7,6.6(1 L)-E 10.For basic connector piste design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 4.4" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF M16BTR LOAD DURATION INCREASE = 1.15 1-2°) 0) 72 2.5=(0) 0 BC: 2x4 KDDF N18BTR SPACED 24.0' O.C. 2.3=(•266) 237 3.4=( -90) 38 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+OL( 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 SO,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 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 TC PANEL LL DEFL = 0.118" @ 2'- 11.7' Allowed = 0.481" 0 MAX TC PANEL TL DEFL = 0.104" @ 2'- 11.7" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.003" @ 8'- 3.7" MAX HORIZ. TL DEFL = -0.003' @ 8'- 3.7" 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 10,00 V Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, m (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), o load duration factor=l.6, Truss designed for wind loads cr o in the plane of the truss only. n m v oA- c, M-3x4 y 1, J, 1, 1-00 6-00 2-04-07 'PROVIDE FULL BEARING;Jts:2,5,3,41 AO PRO JOB NAME : POLYGON PLAN 5-D NH - CJ7 � )Nab 's Scale: 0,4129 * ,CI 5/! o WARNINGS: GENERAL NOTES,unless otherwise noted: `Y CJ7 i.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual4 . R!lAA��rrrrr����� 0 FD c- 1„ AorL Truss: CJ 7 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2z4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. ,/ 3.Additional temporary bracing to insure stebiity during construction 007, 2•Design assumes the top and bottom chords to be laterally braced at �r�Irw DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length byiFpry is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheafhing(TC)and/or drywal C). ,„,..",419/80 DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2o Impact bridging or lateral bracing required where shown++ Tot CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7 A`OREGON 4o SEQ. : 6051328 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" A. TRANS I D: 407540 design loads be applied to any component and are for"dry condition"of use. �' D A".�... 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If 14 f fabrication,handling,shipment end Installation of components. necessary. FI»V S 6.This design Is furnished subject to the imitations set forth by7.PlatesPassumes adequateodrainage is truss,a rt Y I MILLI VIII IIIA VIII VIII VIII VIII IIII ILII 9 1r 8. encil be with join on both iness of truss,end placed so their center TPINVTCA(n BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTekUSA,InC./CompuTfusSoftware7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 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 <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SO.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 (GOND. 2: Design checked for net(-5 osfl 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" MAX HORIZ. LL DEFL = -0.008' @ 5'- 7.5" 8-04-07 MAX HORIZ. TL DEFL = 0.009" @ 5'- 7.5" NOTE:Design assumes moisture content does not exceed 19h at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. /10.00 Wind: 140 mpph{ h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. ujel ,_ -v 2-03-12 3-08-04 /' 1' 1, 1, 1-00; 2-05-08 5-10-1 y 6-00 2-04-07 (PROVIDE FULL BEARING:Jts:2,8,4,51 �.,c0 PROpe JOB NAME : POLYGON PLAN 5-D NH - CJ7C 5 � Scale: • 0,3027 �� 7/511 /0� WARNINGS: GENERAL NOTES,unless otherwise noted: �. .9,./ // 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 / and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: CJ7CIncorporation of component is the responsibibty of the building designer. .w"' 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at �,�p 3.Additional temporary bracing to Insure stability during construction 2 o.c.and at 10'o.c,respectivety unless braced throughout their length by rr DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). rti 41 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.Na load should be appied to any component until after all bracing and 4.Installation of truss la the responsibility of the respective contractor. SEQ. : 6051329 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, i q", cU" A TRANS I D: 407540 design loads be applied to any component. and are for"dry condition"of use. 40 "T /4 2, 45.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge If necessary. •r/ Ty RIy fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage a is provided. r'1 rt i.. 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 IIIIII II II VIII VIII VIII VIII(III'(III(IIITPIAMrCA 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) EXPO RES:12/31/2015 11 1011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.9" IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cq=1.00 TC: 2x4 KDDF R1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF M1&BTR SPACED 24.0' O.C. 2.3=(-319) 286 3.4=(-102) 45 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 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,M20HS,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 10PSF LIVE LOAD. TOP !COND. 2: Design checked for net(-5 Dsf) uplift at 24 "on 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 = 0.067" @ 3'- 4.9" Allowed = 0.481' /3)(4 MAX TC PANEL TL DEFL = -0.075" @ 3'- 2.4" Allowed = 0.722' MAX HORIZ. LL DEFL = -0.004" @ 9'- 6.1" MAX HORIZ. TL DEFL = -0.004' @ 9'- 6.1' NOTE:Design assumes moisture content does not exceed 199s at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), onTrussload ddesigneduration fforowind6loads vin the plane of the truss only. Oco co sr O -/O ,- ), y )' 1-00 6-00 3-06-14 !PROVIDE FULL BEARING:Jts:2,5,3,41 Scale: 0.3715 ���{�� �R���t j7 JOB NAME : POLYGON PLAN 5-D NH - CJ8 INS si WARNINGS: GENERAL NOTES,unlessothenvise noted: 'OOOOOO'rrr����/�t-f '. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual Q' •t E Truss: CJ8 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 stabiity 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 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4/B po ty 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++ lii SSEQ. : + 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. -f� OREGON �1! E Q. : 6051330 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L. TRANS I D: 407540 design loads be applied to any component. and are assumefor s condition" of at all supports shown.Shim or wedge if rV 14 �� '� 5.CompuTrus has no control over and assumes no responsibility for the 6,Design „t� fabrication,handling,shipment and installation of components. Design ass /J�t .R n t�` v(j 7.Design assumes adequate drainage is provided. R 1 L• 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II IIIIII IIII VIII VIII IIII III IIIITPI/WTCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. MiTek USA,IDC./CompuTrus Software 7.6.6(1L)-E 9.Digits Indicate size of plate In Inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(Weir) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&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=(-374) 304 3.4=(-142) 57 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4.5=( -56) 0 BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 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 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 -v 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" 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' 710.00 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resistingsystem and components and cladding criteria. m Wind: 140mph, h=23.7ft, 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 0) in the plane of the truss only. cn o > y ) y 1-00 6-00 4-09-04 (PROVIDE FULL BEARING;Jts:2,6,3,4! ,,to RRC��� JOB NAME : POLYGON PLAN 5-D NH - CJ9 sale, 0,3424 �5' !�y'/y[}/5/1,'9 ��J("� s/0 WARNINGS: GENERAL NOTES,unless otherwise noted: 4-J 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 en Individual 4 . ;921 *PE r building component.Applicability of design parameters and proper Truss: CJ 9 and Warnings before construction commences. Incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+, Incorporation 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� I�""'- DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywaH(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++ ! CCr SE I'1 4.No load should be appied to any component until after at bracing and 4.Installation of truss la the responsibility of the respective contractor. " OREGON b, 1!j S E Q. : 6051331 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, d>h�!4 0� design loads be applied to any component. and are for"dry condition"of use. V 14 4 7,k.�y, TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsiiality for the 6.Design assumes fug bearing at all supports shown.Shim or wedge if V� fabrication,handling, nesignary. L*r.,Fi`S V shipment and Installation of components. 7.Design assumes adequate drainage is provided. G:/-( 1- 6.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111 TPIM/TCA in BCSi,copies of which wit be furnished upon request. lines coincidewith joint aInc nchs. 9.Digits indicate size of plate in inches. .y MiTek USA,InC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7' IBC 2012 MAX MEMBER FORCES 4WRIDDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-411) 381 3-4=(-192) 140 TC LATERAL SUPPORT <= 12'OC. UON. LOADING 4-5e( -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 SO.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -231 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 O/ OH 1.50' 0.49 KOOF ( 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 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 /I MAX LL DEFL = -0.002" @ -I'- 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" yi MAX HORIZ. TL DEFL = -0.007" @ 11'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 10.00 V Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, rn (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), CD load duration factor=1.6, szr o Truss designed for wind loads yl o in the plane of the truss only. M MrM O LIMIIIIMIM 6...... -/ o M-3x4 ,1 )' y y 1-00 6-00 5-11-11 'PROVIDE FULL BEARING:Jts:2,6,3,4.51 9,10 PROFS C . JOB NAME : POLYGON PLAN 5-D NH - CJ10 1N>r s/ Scale: 0.3221 d* 44 � 15/1 WARNINGS: GENERAL NOTES,unless otherwise noted: , q�. 1.Budder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for en individual .9'®P E Truss: CJ 10 and Warnings before construction commences. building component.Applicability of design parameters and proper ' 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. , 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,,.+"'-9 8 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++ M r 1 f 4.No load should be apphed to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 A�sREG"N `V SEQ. : 6051332 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� "�4 O design loads be applied to any component. and are for"dry condition"of use. 1 4 �, A'^� TRANS I D: 407540 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes fun bearing at all supports shown.Shim m wedge if Cy, - fabrication,handling, necessary. w�rl F i 1.-, ,,, shipment and Installation of components. 7,Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1 111111 VIII 1111 VIII VIII I III III III)1111TPI/WTCA in BCS',espies of which will be furnished upon req MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E uest lines coincide with joint center Ines. 9.Digits indicate size of plate In Inches. 10. C For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 1.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.6=(0) 0 BC: 2x4 KDDF H1&BTR SPACED 24.0' 0.C. 2-3=(-454) 427 3-4=(-246) 188 TC LATERAL SUPPORT <= 12'OC. VON. LOADING 4-5=( -77) 55 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 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 IOC 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" f) 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 ., not exceed 19u at time of manufacture. 12 Design conforms to main windforce-resisting system and components and cladding criteria. moo I/ Wind: 140 mph, h=24.7ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), O load duration factor=1,6, Truss designed for wind loads 4 in the plane of the truss only. r) ,- co co c:+4 ICAIIIIIIIIIIIIIIMIII 6'R''' O M-3x4 .1 ) ), y 1-00 6-00 7-01-10 (PROVIDE FULL BEARING:Jts:2,6,3,4,51 �O''V PR QF'S'S JOB NAME : POLYGON PLAN 5-D NH - CJ 11 Scale: 0,29765• ``` 15�/ %�q 1. ildeS: G.This GENERAL NOTES,unless otherwise noted: 4 •�S P E r- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an Individual and Warnings before construction commences: building component.Applicability of design parameters and proper Truss: CJ 11 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibiity of the building designer. r 3.Additional temporary bracing to insure stabiity during construction 2.Design assumes the top and bottom chords to be laterally braced et rrr,ir•11s• DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof T o.c.and at 10'o.c.respectively unless braced throughout their le th by ..„,,e,�rrr tea"' po b continuous sheathing such as plywood sheathing(TC)and/or drywalC). . 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 loC n 6051333 p r5�) 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. S E Q. : 605 1 333 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4. �rl� i� TRANS I D: 407540 design loads be applied to any component. and are for"dry condition"of use. 1 4 `C" 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes toll bearing at all supports shown.Shim or wedge Iftt necessary. fabrication,handling, 'cam/ Rl.I7N V shipment and installation of components. 7.Design assumes adequate drainage is provided. r,'p 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 IIIIII VIII VIII VIII(IIII VIII VIII IIII IIIITPINJfCA in BCSI,copies of which will be furnished upon request. 9.IDI its indicate size)of plate inrinches. 10. MiTek USA,Ino./COrnpUTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 11101IIIIIII This 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 KODF N1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.5=(0) 0 BC: 2x4 KDDF Al&BTR SPACED 24.0" O.C. 2-3=(•336) 304 3.4=(-109) 56 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 BOG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0° TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -22/ 375V -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,M20HS,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 10PSF LIVE LOAD. TOP COND. 2: Design checked for net(-5 nsf) 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 IC PANEL LL DEFL = 0.064" @ 3'- 4.9' Allowed = 0.481" it 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 V 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), 0 o load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. co0 00 co cr O„,_ - -� o -/ - 5► M-3x4 1, ), ), y 1-00 6-00 3-11-12 'PROVIDE FULL BEARING:Jts:2,5,3,4J PR JOB NAME : POLYGON PLAN 5-D NH - CJ12 • INEF��si Scale: 0.3645 ``` b//7'' pS WARNINGS: GENERAL NOTES,unless otherwise noted: �4,t # rrr��� c- 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and Is for an Individual 4 . =9 .PE r Truss: CJ12 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown*. incorporation of component Is the responsibility of the building designer. f 3.Additional temporary bracing to Insure stebitity 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 u/„I Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or d )gBC) ply g(7) rywall(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++ le 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. 'Y' OREGON 46/ SEQ. : 6051334 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.- -if Ar A,, TRANS I D: 407540 design loads be applied to any component. end are for"dry condition"of use. ri }f 1 4 2. n.. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beating at all supports shown.Shim or wedge If V fabrication,handling,shipment and installation of components. necessary. / '+. �{ 7.Des ign assumes adequate drainage is provided. C 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 Illll II II VIII VIII VIII(III II Illi I'llTPIIWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center ices. 9.Digits indicate size of plate In inches. 10. n 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 11E11011 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 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.5=(0) 0 BC: 2x4 KDOF N1&BTA SPACED 24.0" O.C. 2-3=(-249) 222 3.4=( -91) 37 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 BAG REQUIRED BAG AREA OVERHANGS: 12.0' 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -24/ 378V -881 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' -2231 356V 0/ OH 1.50" 0.46 KDDF ( 625) M,M2OHS,M18HS,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 IOPSF 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=LI180 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' Itl MAX TC PANEL TL DEFL = -0.077" @ 3'- 2.4' Allowed = 0.722' I 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 not exceed 19% at time of manufacture. 10.00 l/ r( 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), co o load duration factor=l.6, ,, Truss designed for wind loads o in the plane of the truss only. r-1- co co r/- O� ►� 5►� -/ O e. M-3x4 • y ), .. y 1-00 6-00 1-11-10 'PROVIDE FULL BEARING;Jts:2,5,3,J ��_to PROi JOB NAME : POLYGON PLAN 5-D NH - CJ13 IN5' i Scale: 0.4253 451.N- `7151/ '' p WARNINGS: GENERAL NOTES,unless otherwise noted: ,- 7CC' q 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 .9 P 1. r Truss: CJ13 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bradng to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 7 o.c.and at 10'o.c.respectively unless braced throughout their length by +•, / P° ur continuous sheathing such as plywood where and/or drywall(BC). DATE• 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ WO CC OREGON 4.No load should be applied to any component until after all bracing and 4.Inatapation of truss Is the responsibility of the respective contractor. 7 SEQ. : 6051 335 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, .� 4 �N A.. design loads be applied to any component. and are for"dry full bearing of use. _7 J., ( �`L TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fug bearing of e8 supporta shown.Shim or wedge If {� fabrication,handling,shipment and installation of components. necessary. '• Lrh R i f V 7.Design assumes adequate drainage is provided. C r'i bb 6.This design is furnished subject to the Wrnitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII I III VIII IIII IIIITPINJTCA in SCSI,copies of which will be furnished upon request. lines coindde with joint center Ines. 9.Digits indicate size of platete inches. nches. v 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 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&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=(-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,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 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" 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" 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=21.7ft, 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 oop in the plane of the truss only. 4 0 LI") v o/- -/ , �� 4 Is.-- 1 M-3x4 y y 1-00 6-00 (PROVIDE FULL BEARING:Jts:2,4.31 00 JOB NAME : POLYGON PLAN 5-D NH - CJ14 � pN ��s/ Scale: 0.4821 �*P OP E. p WARNINGS: GENERAL NOTES,unless otherwise noted: 4 7` 1'9,,. CJ14 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual a 9'0 0 E'-E Truss: and Warnings before construction commences. building component.Applicability of design parameters and proper 4"� 2.2x4 compression web breang must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 40 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 411 Is the responsibility of the erector Additional permanent bracing of continuous sheathingsuch asplywood sheathin C and/or d �r . , DATE: 9/5/2014 responsibilitybuilding 9bridging required °R ) HBO)' the overall structure Is the res onsibili of the designer. 3.2x Impact brid in or lateral bradn where shown++ 4.No load should be applied to any component until aver all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'j! QEtEL %JF'a ��(/ 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, G design loads be applied to any component. and are for"dry condition"of use. ./j� " ,�4 r Q �.+�,.... TRANS I D: 4O!540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fun bearing at all supports shown.Shim or wedge if SJ fabrication,handling, necessary. �R y+ shipment and installation of components. 7,Design assumes adequate drainage is provided. 4 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 IIIA I II VIII 11111 VIII I II VIII III(IIITPINVTCA in BCS(,copies of which will be furnished upon request. lines coincide with joint center Anes. n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 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 11 111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF q1&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=(-133) 112 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" -32/ 398V -64/ 180H 5.50' 0.64 KDDF ( 625) 5'- 9.0" -108/ 165V 0/ OH 1.50" 0.26 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 75V 0/ OH 5.50" 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 ost) 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 = 0.141" @ 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 (a 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=21.6ft, 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 Lr) in the plane of the truss only. cu O to M V O/ Ilii--411 4�� -/ M-3x4 y y y 1-00 6-00 [PROVIDE FULL BEARING;Jts:2,4,31 ��`00 PR©PE JOB NAME : POLYGON PLAN 5-D NH - CJ 15 Beale: 0.4840 ��� 1�'y�(y�(}j��)I"� `r�CJ WARNINGS: GENERAL NOTES,unless otherwise noted: •p r, 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 =74.1]r E r Truss: CJ 1 5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout their length by iii"^ Po 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. 3.20 Impact bridging or lateral bracing required where shown++ n hn )' SEQ. : � 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '7 OREGON 4t/ S E Q. : 6051337 fasteners are complete and at no lime should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, i/.���1, 0‘ „L' '. design loads be applied to any component. andDes are for"dry condition"of t a. 'C 1 4 7" �� TRANS I D: 407540 S CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim or wedge If {� fabrication,handling, Design as. L:Firiii t V shipment and Installation of components. 7.Design assumes adequate drainage is provided. 4 Ml+. 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 IIIIII I III VIII VIII IIID VIII VIII[III[IIITPINYTCA In BCS[,copies of which will be furnished upon request. 9 lines indicate with sizeofinrinches. 10. EXPIRES: 9 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES..12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR)DDF)Cq=1.00 TC: 2x4 KDOF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDOF #18BTR SPACED 24.0" O.C. 2-3=(-89) 81 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/ 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 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L)180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -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" ,( fMAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.109" MAX IC PANEL LL DEFL = 0.024" @ 2'- 1.8' Allowed = 0.300" 12 MAX BC PANEL TL DEFL = -0.035" @ 3'- 1.4" Allowed = 0.339" 10.00 MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.2" MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.2" (j NOTE:Design assumes moisture content does not exceed 199s 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, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), n load duration factor=1.6, O Truss designed for wind loads M in the plane of the truss only. M 0 O O� III.-- 4 -/ M-3x4 y y y 1-00 'PROVIDE FULL BEARING;Jts:2,3,4I 6-00 ,i\t0 PR Opts JOB NAME : POLYGON PLAN 5-D NH - CJ16 5A INa� si Scale: 0"5878 c1 v-7 5Jl ' p# WARNINGS: GENERAL NOTES,unless otherwise noted: n rrr��� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual "tt .921®P E Truss: CJ16 and Warnings before construction commences, building component.Applicability of design parameters and properiol' 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibi5ty 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 et DES. BY: LJ 2'o.c,and at 10'o.c.respectively unless braced throughout their length by i/ is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as ) -'" " C- DATE: 9/5/2014 responsibilitybuilding designer. bridging or plyingoeq sheathing(TC)where shown and/or dryweN c. 10. the overall structure is the onslbi' of the 3.2x Impact bdd In or lateral bracingrequired where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -'� OREGON f(,f SEQloads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, \ty` design loads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry condition"of use. 6.Design assumes full bearing at all supports shown.Shim or wedge If /0 }f /4 2 .-.1�.. � TRANS I D: 407540 fabrication,handling, De . R R y` 1 QT shipment and installation of components. 7.Dessignign assumes adequate drainage is provided. Ll+ 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 I'III I I III VIII I 1121 1 II VIII IIII'III III IIITPI/WICA in SCSI,copies of which will be furnished upon request. lines coincide with joint center tines. 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 11E111111111 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 #18BTR 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=(-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 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,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for nett-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" 5.11.10 MAX TC PANEL LL DEFL = 0.160" @ 3'- 7.2' Allowed = 0.478" f ,. 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' ) 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=21.7ft, 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 co in the plane of the truss only. 0 4- Q c') TrRITIj GI. /- ►/ 4t►_ -/ 0 M-3x4 1-00 6-00 'PROVIDE FULL BEARING:Jts:2.4,3I JOB NAME : POLYGON PLAN 5-D NH - CJ17 Scale: 0.482, �5'' .ANNE, 's WARNINGS: GENERAL NOTES,unless otherwise noted: � 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ate•,0 P E r Truss: CJ17 and Warnings before construction commences. building component.Applicability of design parameters and proper /r/ 2.2x4 compression web bracing must be installed where shown+• incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at .rail"' DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ). Po ty continuous sheathing such as plywood where and/or drywaa(BC). + Q�� DATE: 9/5/2014 the overall structure Is the toresponsibitity of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 011 / 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. W SEQ. : 6051339 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, �N� A. design loads be applied to any component. end are for"dry condition"of use. O -7 4 2. 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 V 4 necessary. " t�t t fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. >� "� 6.This design is furnished subject to the lnitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II VIII NMI VIII VIII VIII'III'III TPIM?CA In BCSI,copies of whichwill furnished upon request. Digit coincide ricwith Jointacenter nche. 9.Digits Indicate size of plate in inches. MiTek USA,Inc/CompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111E 1411 This 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 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 84 2.4=(0) 0 BC: 2x4 KDDF 91&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 BAG 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 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.( 6.00 17 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF 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' 3 --f MAX HORIZ. TL DEFL = -0.000" @ 3'- 3.0" NOTE:Design assumes moisture content does not exceed 194 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, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, w Truss designed for wind loads in the plane of the truss only. r� -m- a os 2111111.- 11 4�� M-3x4 , y y y y 1-08 2-00 1-03-12 'PROVIDE FULL BEARING:Jts:2,4,31 �v,,t0 PRQFeS JOB NAME : POLYGON PLAN 5-D NH - CSJ1 5� �;(N;~ ss Scale: 0.8191 Cos �'L 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 Rrr�� /E'E re 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 responsibity of the building designer. ,,r'd 3.Additional temporary bmdng to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalbracing 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,e .6001100* po ty permanent of continuous sheathing such as plywood sheathing(Tc)and/or drywal�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++ Q` 4.No load should be applied to any component until after as - bracing and 4.Installation of truss Is the responsibility of the respective contractor. fy A�OREGON <C, SEQ. : 6051341 fasteners are complete and at no time should any loadsnon- corrosive greater than 5.Design assumes trusses are to be used In a environment, G- "� �A. TRANS I D: 407design loads be applied to any component. and are for"dry condition"of use. 4., '9Y 14 -O !540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes tug bearing at all supports shown.Shim or wedge if V b �¢. fabrication,handling, nesessary. '�"RRVL�- shipment and Installation of components. 7,n ecessign 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 I IIIIII I II 11111 VIII VIII VIII NEM IIII TPI/VVTCA in BCSI,copies of which wig 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(Wield EXPIRES:12/31/2015 1111 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 7.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2-3=(-117) 53 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 SO.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,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 spacina.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 = 0.019" @ -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" @ 1'- 0.1' Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 6'- 7.0" 12 -/ MAX HORIZ. TL DEFL = -0.001" @ 6'- 7.0" 6.00 NOTE:Design assumes moisture content does ') not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=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. cO0 CI C., v cV 2► 4► M-3x4 y .1 y 1-08 2-00 4-07-12 (PROVIDE FULL BEARING;Jts:2,4,31 a JOB NAME : POLYGON PLAN 5-D NH - CSJ2 Scale: 0.5840 c.* 1.10 INE � �u/0 WARNINGS: GENERAL NOTES,unless otherwise noted: � 1.Builder and erection contractor should be advised of a8 General Notes 1.This design is based only upon the parameters shown and is for an individual 4t' =p 7 `tL,`E 1--- Truss: CSJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper >r'"r 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 stedFty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• LJ is the responsibility of the erector.Additionalpermanent bracing of c'nt n and at 1a'hn respectively plywoodes braced(TC)throughout their length by , " ha ' Po ur' ng continuous sheathing such lateralas b acinsuired where ownor dmywall(BC). f0 �• DATE: 9/5/2014 thNeoadrsll hould eeaIstedtoanycom nfthe building tedll r4. tmpactbodgingtepracingigftheetveco++ 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. : 6051342 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 'V n��o` design loads be applied to any component. and are for"dry condition"of use. i. O "7 1 4 4. �0, 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, 0 sign necessary. �F?F? shipment and installation of components. 7,Design assumes adequate drainage Is provided. C L7• 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 IIII II II VIII VIII VIII VIII VIII IIIIIIITPINYTCA in SCSI,copies of which will be furnished upon request. lines coincide with jointang lines. 9.Digits indicate size offpplatete In Inches. MiTek USA,InC./CDmpUTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see EOR-1311,ESR-1558(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIII 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 61&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 61&8TR 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 <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2407) 1190 14-15=( -776) 2345 5.13=(-1362) 727 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-3043) 1369 15- 9=(-1050) 2742 13- 6=( -522) 1020 8- 9=(-3238) 1327 6.14=( -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 BRG 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) JT 9: Heel to plate corner = 2.25" 43'- 9.0' -274/ 1837V 0/ OH 5.50' 2.94 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -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" 2-09 5-10-08 6-04-08 7-00 7-06-15 7-01 7-01-01 NOTEexceed assumes moisture content does not exceed 19R at time of manufacture. 12 12 Design conforms to main windforce-resisting 6.00 D 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, 6 'I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x8(5) load duration factor=1.6, 1c Truss designed for wind loads in the plane of the truss only. M-3x4 0"25" M-5x6(S) o� 0.25" M-1"5x3 M-3x5 M-3x10 r Aillibli M-3x10 0 oT' M-5x8 11 12 rk4 ;44 .\ is o 1M-3x4 M 5x10 13 0.2514 M-3x4 9 0 '''''2.75 **2X WEDGE 2.75 o M-5x6 M-5x8(S) 12 W/(2) M-3X4 TYP. y i' J' J'12 ), y y y 2-05-06 5-10-08 6-02y2-00* 9-05-15 8-11-05 8-09-12 )- , ,-05-08 12-00-08 2-00 27-03 y 1-08 43-09 JOB NAME : POLYGON PLAN 5-D NH - D1 „I pnEfi 's, Scale: 0.1397 `'7 5/l f O2 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 0 rpE Truss: D1 20d4 Warnings beforewebracinconstructiong bmmsnces. g component. Is lily r design yof tparameters and proper 2.2x4 compression web bracing must be Installed where shown+. incorporation the tcomponent Is the spo dto oftadesigner. 3.Additional temporary bracing to insure stabigty during construction 2.Design assumes the top and bosom chords to be laterallys braced atAileXar.e'' DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4/ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '41111119P • 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- 6051343 �] 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "IfOREGON 44/ SEQ. : 605 1 343 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. -NJ \b A.. TRANS I D: 407540 design loads be applied to any component. and are for"dry condition"of use. / '� ZQ .t... 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if O 14 fib. fabrication,handling,shipment and Installation of components. DesignDecessary. C-li r71 S ` V 7. laesassumes adequate ne dthifac a is provided. C bb 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center I(VIII VIII VIII II II VIII III Alli IIII IIIITPI/WTCA In BCSI,copies of which wit be furnished upon request. lines coincide with joint center Ines. 9.Digits Indicate size of plate in inches. MiTek USA,Ina/CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) EXPIRES:12/31/2015 1E 111 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 4WRIDDF/Cq=1.00 TC: 2x4 KDDF /118BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2.15=(-2614) 8670 15- 3=( -370) 1254 2x6 KDDF H18BTR 72, T3 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=1 -444) 1282 BC LATERAL SUPPORT <= 12'0C. UON. IC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 34'- 0.0" TO 43'- 9.0' V 7- B=( -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"OC VON. 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 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector late ref ix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) Cnnect8,CN18 (or no prefix) = CompuTrus, Inc0'- 0.0" -1151/ 3765V -104/ 113H 5.50" 6.02 KDDF ( 625) M,M2OHS,MIBHS,M16 = MiTek MT series Join)togethere2tplyswithes e3"x. 131 DIA GUN ired. 43'• 9.0" -1096/ 3584V 01 OH 5.50" 5.73 KDDF ( 625) nails staggered at: 9" oc in 1 row(s) throughout 2x4 top chords, 'COND. 2: Design checked for net(-5 psfl uplift at 24 "Sc spacing.) 9" oc in 2 row(s) throughout 2x6 top chords, VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L11B0 9' oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.005' @ -1'- 8.0' Allowed = 0.167" 9" ox 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:Design assumes moisture content does T 1' T T not exceed 1996 at time of manufacture. 3-02-03 0-06-11 2-03-08 5-11-03 0-06-11 4-10-02 2-07-04 f f-rf f f f T '( Design conforms to main windforce-resisting 3-07-09 4-02-13 6-02-11 5.04-08 4-03-14 system and components and cladding criteria. 1' 1' T TT 1' T T T II T Wind: 140 mph, h=21.71t, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9-10-08 9-07-08 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f 4533.30# 4533.30# T load duration factor=1.6, 12 M-3x4 M-7x8(S) 12 Truss designed for wind loads 6.00(7' M-4x85 6 M-3x5 025" M-10x5 Ii M-5x6 Q 6.00 in the plane of the truss only. 1> y 1:i-" M-3x4, M-LLi5X3 :.3 _ + 3 M-1.5x3 iiiim.otAl&iiiii 3 x8 0 co M 3x10 (13 0 1 M-7x10 M-3x8 M-7x8 18 19 20 ia 0. 25" M•3x8 O **2X WEDGE M-7x10 M-7x8(S) -==n2.75 W/(2) M-3X4 TYP. 2.75 - 12 12 J, y y ), ) y y y -05-0Q 6-09-12 5-02-12 J,2-009-02-04 9-00-08 9-00-04 y , 2-05-088 12-00-08 2-00 27-03 y 1-08 43-09 40- es JOB NAME : POLYGON PLAN 5-D NH - DH1 Scale: 0.146, �•� co PRO,r � ���(yi(}/�^�(NE `i% WARNINGS: GENERAL NOTES,unless othervrisenoted: 4.., IP . 5/1 �q 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual j' °9 ,r L- r Truss: DH1 end Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at - 41,9108111°. I DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and al 10'o.c.respectively unless braced throughout their lenng�th by r�pr po ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 10 ��". 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 OREGON �� 4.No load should be applied to any component until after as bracing and 4.Installation of truss Is the responsibility of the respective contractor. a SEQ. : 6051344 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc noncorrosNe environment, design loads be applied to any component. and are for"dry condition"of use. -44' 1 4 2.Q 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 {.'' necessary. ass ty R VV fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. /1 fl 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 I IIIIII VIII VIII VIII VIII I III VIII(III(IIITPI/WTCA in BCSI,copies of winch will be furnished upon request. 9.(ines Digits indicacoincide size joint plate In center 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;ES:12/31/2015 111011111111 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: 204 KDDF qi&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-15=(-1943) 4359 15- 3=( -193) 596 2x6 KDDF N1&BTR T2, T3 SPACED 24.0' O.C. 2- 3=(-5055) 2323 15.16=(-1536) 3431 15- 4=( -422) 947 BC: 2x6 KDDF H1&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 <= 12'0C. 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- B=( -297) 376 8. 9=(-3989) 1950 18- 8=( -633) 396 LC= 25 PSF Ground Snow (Pg) 9.10=(-4094) 1897 18- 9=( -318) 152 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10.12=(-2734) 1406 9-19=( -258) 201 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=1 0) 0 19.10=) -53491 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 (000). LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -405/ 2034V -104/ 113H 5.50' 3.25 KDDF ( 625) 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 ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) M,M20HS,M18HS,M16 = MiTek MT series 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 = 0.329' @ 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" T 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 not exceed 19% at time of manufacture. 2-07-04 f 3-07-09' 1-03-92 f 6 02-11 f 2-05-07 f 4-03-14 ' '1 Design conforms to main windforce-resisting f f T f i f f f , f , 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, 12 6 M-3x4 11 '1 T load duraHeition factor=1.6'Cat.2, Exp.B, MWFRS(Dir), M-5x6M-7x8(S) 12 Truss designed for wind loads 6.00 s M-3x4 e (:y5" M-3x5 2M-4X6 Q 6.00 in the plane of the truss only. 0 .. = 1 7 a 3 M-3x44 M-1.5x3 M-1.5x3 + 3 3 M M-3x10 M -3x8 us� _ s_� s .ot M-7x10 t6 t� e a o o M-3x8 M-7x8 t8 19 0.25" zo M3x8 *i 0M-7x10 - 2.75 **2X WEDGE 2.75 o M-7X8(S) 12 W/(2) M-3X4 TYP. 12 . ) ), ) ,k y , ), -05-06, 6-09-12 5-02-12 1, 1, 9-02-04 9-00-08 9-00-04 y , , -05-08 12-00-08 2-00 27-03 y 1-08 43-09 JOB NAME : POLYGON PLAN 5-D NH - DH2 ,,�` pN '�fi�s, Scale: 0.1467 ,`5 (� 5/1 Q1- WARNINGS: GENERAL NOTES,unless otherwise noted: nnrrr��� rr- -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 .7, P G Truss: DH2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et 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 ,�" „pwa^�„ continuous sheathing such as plywood sheathing(TC)e and/or drywall 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++ SEI1 4.No load should be appted to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -f7 OREGON (4 j W time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, r(. ' \� design loads be applied to any component, and are for"dry condition"of use. .�jti -.7 ,�4 r�(� „ TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at e0 supports shown.Shim or wedge If V }. fabrication,handling,shipment and installation of components. necessary. �'/4 Fi 1 4 7.Design assumes adequate drainage is provided. C y 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II I VIII VIII VIII IIII IIII II IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. Imes coincide with joint center tines. 9.Digits Indicate size o1 plate In inches. 10. r. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RE.7.12/31/201 111111110111 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 61&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-14=(-1627) 4217 14- 3=( -332) 1034 20-12=(-79) 251 BC: 2x4 KDDF /11&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 OF 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"00. UON. 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 BAG AREA ** For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: 43'- 9.0' -251/ 1837V 180/1/ 19 OH 5.50" 2.94 KDDF 625)) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I JT 13: 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 = 0.251' @ 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 0-0?4-11 5-02-02 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 2-09 5-10-08 ?0-0?4-11 ,,r5- 04-05 15( 5-05-10 ,r5-04-05 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, 12 M-4x67 M- x8 ' oil-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 6.00I/ M-3x4 6 Q 6.00 Truss designed for wind loads 5 "" in the plane of the truss only. M-5x6(9) M-3x4 0.25" 1 a + + + M-1.5x3 2 M 3x5 1. 3 M-3x10 M 3x10 CD 4- 4,----. 7115 ifi R� A ** o 1 M-3x4 M-5x10 17 18 1� 20 13 O M-5x8 M-1.5x3 0.25' M-3x4 0 **2X WEDGE M-5x10 M-5x8(S) -==32.75 W/(2) M-3X4 TYP12 . 2.75 - 12 y ,1 i' > )' y J' y y -05-08 5-10-08 6-02 y2-00, 5-06 5-10-12 7-09-02 8-01-02 y , -05-082Y12-00-08 2-00 27-03 y 1-08 43-09 �A � PRaPpe, JOB NAME : POLYGON PLAN 5-D NH - DH3 �� q s Scale: 0.1338 `s ,4 0 WARNINGS: GENERAL NOTES,unless otherwise noted: 4'4 ppp / EC /�If 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual 4t o P E 1' Truss: DH3 and Warnings before construction commences. building component.Applicability of design parameters and proper Incorporation of component Is the responsibilty of the building designer. 2.2x4 compression web bradng must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stabilty during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their lengthby e°"^"" DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). F DATE: 9/5/2014 the overall structure Is the responsiblaty of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4.No load should be appled to any component until after all bracing and 4.Installation of truss Is the responsiNlity of the respective contractor. 40 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, L� -*7�1' �N�` '�. and are for"dry condition"of use. !/�� �. 4 design loads be applied to any component. V 1 4 TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes on bearing at all supports shown.Shim or wedge if �� necessary.sign �"ri ry"� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. tl 6.This design is furnished subject to the Imitations set forth by a.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII IN VIII IIII IIII TPIMIrCA In SCSI,copies of which will be furnished upon request. 9.lines indicate sizejoint plate in center 10. c� MITekUSA,InC./COmpuTrusSoftware7.6.6(1L)-E For basic connector plate design values see ESR-1311,ESR-1688(MITeiy EXPIRES:12/31/2015 IIIIIIIIIIIIII 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 k1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-14=(-1958) 4217 14- 3=( -408) 1034 20.12=(-79) 226 BC: 204 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"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 18-19=(-1114) 2427 5-17=(-1026) 475 BC LATERAL SUPPORT <= 12"OC. 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 BOG 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: ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacina.I C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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-r05-04 3-03-12 5-02-02 NOTE:Design assumes moisture content does 1' 'r '( f f not exceed 19% at time of manufacture. 2-09 5-10-08 3-03-12 -05-04 5-05-10 5-04-05 T f T '' ')' f 1' T 1' T T T Design conforms to main windforce-resisting 16-06-08 16-03-08 system and components and cladding criteria. 1' '1' 7 9 T T Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-4:66 M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6,00 1 M-ix8 0 4 6.00 load duration factor=l.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 ' 18 + M•3x5 + + 2M -1.5x3 M-3x10 /* 3 A •M` -3x10 0M dr4 51 e W+ o o M-5x8M-3x4 M-5x101 61KM 17 M•5x10 M-1.5x3 0.25' 20 -3x4 *4a 0 a 2.75 **2X WEDGE 2.75 o M-5x8(S) 12 W/(2) M-3X4 TYP. 12 - ), y J, ), ) y )- y 2-05-0 5-10-08 6-02 2-OOy 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 � �o �N ,��ss` Scale: 0.1338 `` 5171 O* WARNINGS: GENERAL NOTES,unless otherwise noted: n �-s7, 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 "CC .72/ 1 F`-E Truss: DH4 and Warnings before construction commences. building component.Applicability of design parameters and proper /f 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. /� 3.Additional temporary bracing to insure stebibty 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 r M the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalllC). 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 fQ 4.No load should be appled to any component until after all bracing and 4.Installation of truss la the responsibility of the respective contractor. "}r OREGON ik j i SEQ. : 6051347 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� ii N. A design loads be applied to any component. and are for"dry condition"of use. -7 1 4 +Z0 0- 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.sprovided. /1; `F1 it. 6.This design is furnished subject to the Nmitatios set forth by 8.Platesnshall be locateassumes gd on both fads e of truss,and placed so their center / 1• IIIIII III IIIII'IIII VIII IIII IIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. line coincidenctwith Joint aIn lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./GOBI UTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31+2015 11411 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 TO: 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 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" -68/ 301V -23/ 81H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -321 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,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �CQND. 2: Design checked for net(-5 psf) uplift at 24 "ox spacing.I 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" I i' MAX TO 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 manufacture. Design conforms to main windforce-resisting - system and components and cladding criteria. Wind: 140 mph, h=20ft, TCOL=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 N th/ O O� ►Z1 4►Z1 M-3x4 y L. y 1-00 2-00 (PROVIDE FULL BEARING:Jts:2.4.31 tiQ` O PRQjE� JOB NAME : POLYGON PLAN 5-D NH - EJ1 Scale: 0.6772 `n�<! (N�]C/}j�� `'�/0 WARNINGS: GENERAL NOTES,unless otherwise noted: V ff 5 prc 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for an individual = r 1 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 bidding designer. ,/" 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Ate, Po ty continuous sheathing such as plywoodsheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure Is the to any sibialy of the building designer. 3. Impact bridging or lateral bracing required where shown++ OREGON ��" C r� CC 4.No load should be applied to any component anal after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7 ,¢ 4, SEQ. : 6051 348 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, 6t. -"7 4\b A. design loads be applied to any component. and are for"dry condition"of use. 14 2, �.. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6'aDeceasary.umes full bearing at all supports shown.Shim or wedge if ty fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. "C r7 RIO' V 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 IIIIII VIII VIII VIII I III I III VIII III III) TPINJTCA in SCSI,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(114-E 10.For basic connector plate design values see ESR-1311,ESR-19e6(MITek) EXPIRES:12/31/2015 11111IIIIIII 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 N1&BTR LOAD DURATION INCREASE = 1.15 1.2c( 0) 72 2.4=(0) 0 BC: 2x4 KDDF 41&BTR SPACED 24.0' O.C. 2-3=(-96) 73 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 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' -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,M20HS,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/186 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 V MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.072' Ob 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 cm load duration factor=l.6, co Truss designed for wind loads in the plane of the truss only. M/- O o� 4� - M-3x4 y y y y 1-00 2-00 1-11-11 !PROVIDE FULL BEARING;Jts;2,4,31 0 PliO4- JOB NAME : POLYGON PLAN 5-D NH - EJ2 Scale: 0.6371 .� (N> WARNINGS: GENERAL NOTES,unless otherwise noted: r 4- 4'2,1 nrrr���" //o 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 4t' ^,9 •C-E r Truss: EJ2 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by �// Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheaths ( ` r.-• �„ DATE: 9/5/2014 responsibilitybuilding gbridging raq sheathing(TC)s and/or dryweu BC). " the overall structure Is the res onsibili of the designer. 3.2x or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Instaltion of truss Is the responsibility of the respective contractor. '}r OREGON b 11! SEQ. : 6051349 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 N design loads be applied to any component. and are for"dry condition"of use. �/� '9}R 4 2 P TRANS I D: 407540 5.CompuT us 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, Design as. }�� t i ` shipment and installation of components. 7, necessary. assumes adequate drainage is provided. t 1.1w 6.This design is furnished subject to the Rmitetions set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIIII II II VIII VIII VIII III I VIII IIIIIII TPINVECA in SCSI,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 11E1I1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA 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=(-144) 105 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 SO.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 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" -/ 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" 0 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 12 ' MAX HORIZ. TL DEFL = -0.002' @ 5'- 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=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co o load duration factor=1.6, Truss designed for wind loads 'Cr in the plane of the truss only. in co Irli o� ►� 4•� -/ M-3x4 y y J, y 1-00 2-00 3-11-11 [PROVIDE FULL BEARING;Jts:2,4.3' JOB NAME : POLYGON PLAN 5-D NH - EJ3 5� �c 0 P R QF f+S Scale: 0.5134 IN 4{? w 11151Jr' WARNINGS: GENERAL NOTES,unless otherwise noted: �, rr�� c- -1,.,,. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .9G 4•P C. Truss: EJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper l!/' 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced et .ra11�� DES. BY: LJ Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,,,,°M11.16. . �Iw�^ Po ur continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .1 DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ OREGON ���" SEQ. C CC•1 C CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -'f7 ti./ : 605 1 350 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-cerrosNe environment, i/ -%1 \ design loads be applied to any component end are for"dry condition"of use. ,� -7 1 4 2. "�" 6.Design assumes full bearing at all supports shown.Shim or wedge if TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the � �4�IO necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111111111111 TPI/WTCA in BCS[,copies of which win be furnished upon request Digit coincide with joint centerinches.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-19U8(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF lit&BTR SPACED 24.0° O.C. 2.3=(-194) 138 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' 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 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for nett-5 vonuplift 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 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" MAX HORIZ. TL DEFL = -0.003" @ 7'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 10.00 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, rnTruss designed for wind loads o in the plane of the truss only. 0 0 N- cvv /00/ - o�04 J., ), 1, 1, 1-00 2-00 5-11-11 !PROVIDE FULL BEARING;Jts:2,4,3! pROPe JOB NAME : POLYGON PLAN 5-D NH - EJ4 ��, >vt� )► 61s Scale: 0.4250 ��,. t. ,9 02 WARNINGS: GENERAL NOTES,unless otherwise noted: �4, 1`q-,,: 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for an individual a 9...„41,6 PE Truss• EJ 4 and Warnings before construction commences. building component.Applicability of design parameters and proper " 2.204 compression web bredng 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 et DES. BY: W 2'o.c.end at 10'o.c.respectively unless braced throughout their length by 04 is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/or d p �" ly„ DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging r lateral brarequired where hown+: II(BC). 4c. " 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 �(f SEQ. : 6051351 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, �i v ° A. TRANS I D: 407540 design loads be applied to any component. and are for"dry condition"of use. fi'� }f.)4 rD •+t.. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If L+A` ${� fabrication,handling, necessary. 'Yl ' R`i shipment and installation of components. 4 7,Design assumes adequate drainage is provided. r'f b 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 11111111111111111111111111111111111 1111111III!1111VIIIVIII1IIIVIII II!IIITPI/WfCA In BCSI,copies of which will be furnished upon request, lines cowith 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) EXPI RES:12131/201.5 IIIIII IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KOOF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( -7) 84 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 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 BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.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,M20HS,M18HS,M16 = MiTek MT series12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [COND. 2: Design checked for net(-5 pot) uplift at 24 "oc spacing.) 6.00 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 = 0.021" @ -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 = -0.001" @ 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), M load duration factor=1.6, o Truss designed for wind loads c7f in the plane of the truss only. o o o NM of 1 ►14 M-3x4 y y J, 1-08 1-00 �tO PR©4 JOB NAME : POLYGON PLAN 5-D NH - P1 Scale: 1.0020 tib, (J("�Of/J}e' sfo WARNINGS: GENERAL NOTES,unless otherwise noted: ' ' ',/ t 1.Builder and erection contractor should be advised of aGeneral Notes 1.This design is based only upon the parameters shown and is for an individual 4' '92 0•P E t- T r u S S: P1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bradng must be Installed where shown+. incorporation of component is the responsibility of the building designer. ,rte 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at s the responsibility of the erector.Additional permanent2'c.c.and at 10'o.c.respectively unless braced throughout their length by bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal C). r AVOW DES. 8Y: LJ .' 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. 7 OREGON '"t,/ SEQ. : 6051353 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosWe environment, G) �� Q\� design loads be applied to any component. and are for"dry condition"of use. 4 '^� TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the a Design assumes full beating at all supports shown.Shim or wedge if {y fabrication,handling, necessary. 4``R Rit.� V shipment and installation of components. 7.Design assumes adequate drainage Is provided. C 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on bath faces of truss,and placed so their center 11111111111111111111111111111001111 TPINVTCA In SCSI,copies of which will be furnished upon request. Digit coincidentwith joint aIn fines. 9.lines Indicate size of plate in Inches. MiTek USA,Ino/CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015