Loading...
Plans (34) Immo 3)/41 54,/ C' APR 4 ?016 MiTeW ciTY OE T if5A5-11) Ct:k1 SCN MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-92_UP Fax 916/676-1909 5D The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R41832552 thru R41832567 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 'f\c-\\ 0 PROpF6:31 870 2PE 7 "4>; OREGON ct4 / 0 SER �� S A_ HEMA 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. am— MiTek MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Fax 916/676-1909 Re: PL14-92 UP 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. It7I1I01.4.44A '46 cd T ©rte 'tGx 6 � 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 50 • PL14-92_UP F01 Floor 6 1 841832552 Pacific Lumber 8 Truss Co., Lake Oswego,Oregon Job Reference(optional) 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:14 2014 Page 1 ID:j7axn405HnThIyaUAczwOszXl1N-ZUAMIRGH36RsRkXU127EmMisJ1UWN695C9Z 15z0QSl I 2-6-0 I I 2-2-9 11 1-2-0 II 2-4-11 I Scale=1:28.6 1.5x3 II 3x5= 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 3x5 = 1.5x3 II 1 2 3 4 5 6 7 8 e e e _ • 41144414141444141411111 / o o ee e 13 12 11 10 E: 3x4= 3x8= 3x4= 3x4 = 3x4= I 9 11-9 10-8-1 11-4-9 9-11-9 10(1r1 111-3-1 1 1 16-4-12 0.1-$ 0.70 5-0 -3 I Plate Offsets(X,Y): 110:0-1-8,Edgel.111:0-1-8,Edgel 0-7-0 0-1-8 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/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 IBC2012/1P12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.l&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. y' ONit3 TOP CHORD 2-3=2463/0,3-4=-2463/0,4-5=-2532/0,5-6=-2532/0,6-7=-2532/0 BOT CHORD 12-13=0/1520,11-12=0/2805,10-11=0/2532,9-10=0/1515 �a WEBS 6-10=-316/0,2-13=-1640/0,2-12=0/1018,4-12=-370/0,4-11=-460/161,7-9=-1636/0,7-10=0/1105 � NOTES ♦ti ) iNt40 C hc: Lt 1)Unbalanced floor live loads have been considered for this design. 4444 .1 2)Refer to girder(s)for truss to truss connections. j 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 'd be attached to walls at their outer ends or restrained by other means. 49639 'co LOAD CASE(S) Standard 3 �.tGI$71✓ (-?1/4t1). PRQp � 1' 870 2PE Ncv y `r'0j. °AEG° el l `S ,4 H ,# EXPIRES:06130/2015 April 22,2014 I ®WAANI,tt.,-V&A*design parameters 3.d READ IVIES ON THIS AM MUM NI1EK REFEREES PAGE Ha 7473 tee 1,/29/2014REVIEW Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component." Applicability of design parameters and proper incorporation of component k 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 B the responsibillity of the 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/TPII Qualify Criteria,DSB-89 and SCSI Building Component Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane,10 109 if Southern Pine t5Pl tter) is specified,the design.vetoes ate these effective `01/201.5 by.At5C Citrus Heights,CA,95810 Job TrUSS Truss Type Qty Ply 5D R41832553 PL14Floor 3 192_UP F03 Job Reference(optional)_ Pacific Lumber 8 Truss Co., Lake Oswego,Oregon7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:15 2014 Page 1 ID:j7axn40sHnThyaUAczwOszX1 UY-1 gkkynGvgP43u6gbleTJZFOdRg06Y7ERpIYHXzOOSk I 2-6-0 I I 2-5-1 I I 1-2-0 I I 2-4-11 I Scale=1:28.9 1.5x3 II 3x5= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x6= 1.5x3 II 3 4 5 6 7 8 1 2 e ° iiii s - / N O N e c e e 1'''' 12 11 10 3x4= 3x8 = 3x4= 3x5= 3x4= 109-15-9 11-7-1 16-7-410-2-1 10-11-8 110-7-0 I I 5-0-3 I 10-2-1 0-7-0 0-1-8 Plate Offsets(X.Y): 110:0-1-8,Edgel.111:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -027 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/0- Weight:73 lb FT=0%F,0%E BCDL 5.0 Code IBC2012ITP12007 (Matrix) LUMBER BRACING TOP CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 DF No.1Stud/Std(flat) WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=725/0-4-8 (min.0-1-8),9=725/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. SONIO Irk TOP CHORD 2-3=-2508/0,3-4=-2508/0,4-5=-2587/0,5-6=-2587/0,6-7=-2587/0 C� dt r yi� BOT CHORD 12-13=0/1543,11-12=0/2877,10-11=0/2587,9-10=0/1538 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 SN 0 / Tip 6 i / NOTES j 1)Unbalanced floor live loads have been considered for this design. 1ta ,, 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/I-PI 1. -z 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 toid ik, $ be attached to walls at their outer ends or restrained by other means. " '� , 4963 9,0 tri CS LOAD CASE(S) Standard ���'��NAL v5..0 PROF4-n {crc 4. G4' NEF9 0 87022PE f / �`� OREGO q, LU TT On 48ER \N. A. He EXPIRES:06/30/2015 April 22,2014 410 Rt ®MIMIC Yerg design rarame�r3 and T:S ON THIS AND �3€/LED NPFEK REFERENCE/ Mil.7:73 rn I. 1E1E Design valid for use only with MiTek connectors.The 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 'Te ". 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/TPI7 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback 7s Heights, L ne,Suite 109 SafeSoutlhern Pins e.00P}vkersbar from sperifii :therrosi nra6fwa are tho4eesfc,ct re 0flf202.3 b ntSC 22314. Job Truss Truss Type Qty Ply 5D PL14-92_UP F04 Floor 1 1 R41832554 Pacific Lumber&Truss Co., Lake Oswego,Oregon Job Reference(optional) 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:16 2014 Page 1 ID:j7axn4OsHnThIyaUAczwoszX1UY-Vt16A7HXbjhah2hs9T9imoBrrAWr QOfT25pzzOQSj 1 1-1-11 I I 1-2-0 I I 1-0-9 I 2-6-0 I 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 • & "../zi_. l-.! ic, :I r wyN /- \ /- \-/ N-/- -\ ! _" ._ • e B km, 26 25 24 23 22 21 20 19 18 3x4 = 4x5= 3x5 = 3x5= 3x5 = 3x5= 4x8= 4x4= 3x4= I 14-1-11 15-3-11 1 -8-111 1 19-1-4 1 14-1-11 7-0 0-7-0 3-9-9 Plate Offsets(X,Y): [14:0-1-8,Edgel,[19:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.30 22 >767 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.67 Vert(TL) -0.46 22-23 >493 360 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.06 18 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:94 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) 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. TONIO itt 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, 13-14=-3416/0,14-15=-2622/0,15-16=-2622/0 Q ay 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, 'Pt ".) 't•' 20-21=0/2622,19-20=0/2622,18-19=0/1831GI h�--, O 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, .. S 6-25=-585/0,6-24=0/459,16-18=-1977/0,16-19=0/1135,8-24=-321/0,12-21=-264/0, i4 13-21=-328/0,14-21=0/1085 3 NOTES , 49639 r;` 1)Unbalanced floor live loads have been considered for this design. �+ Gj 2)All plates are 1.5x3 MT20 unless otherwise indicated. y� 3)Refer to girder(s)for truss to truss connections. {}j1jAj 1 � 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. SSC CO R OFEs LOAD CASE(S) Standard �\CP INE' '5 `� 870 2PE co cv 7 'p� F EGtl. ti�ki N C' '14$ER 1� A. He- EXPIRES: EXPIRES:06130/2015 April 22,2014 I mem-yeti-4 design raramemrx and READ IMES ON THIS AM DICLUDED Hoot REFERME WE MU 7473 res 3,129/Tti148fft3 USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown.and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown M» is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction-is theresponsibilityof the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding (Ariel( fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Safely Infomralon available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane,Suite 109 If Sauailentipine[SP)tumbeeise1ec Meigeestu:es arsigsove affastive 136/011201.3izyA SC Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 50 R41832555 P114-92_UP F05 Floor 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 Mitek Industries,Inc.Mon Apr 21 15:40:18 2014 PagezOQSh IO:j7axn4OsHnThIyaUA¢WOszX1 UY-RFPtboJn71<xlwMrFGuBAxCtWjegZJcilg 11-3-0 I 11� 1-1 H I 1-2-0 II 2-4-15 I 2-6-0 I Scale=1:35.4 4x5= 3x4= 3x4= 3x4= 3x4= 4x4= 3x6 FP= 358= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 `4.' _ e e" e 2g 25 24 23 22 21 20 19 18 1 354= 4x6= 3x5= 3x6 FP= 355 = 3x5 = 4x6= 3x6= 3x5= 3x5 WB= 15-7-9 1.-5-91-0.91 I 20-9-8 14-5-9I 47-0 b-7-0 5-1-15 Plate Offsets(XX): 112:0-1-8,Edgel.118:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 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 Incl YES WB 0.84 Horz(TL) 0.08 17 n/a n/a Weight:98 lb FT=0%F,0%EBCDL 5.0 Code IBC2012/TPI2007 (Matrix) LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=909/0-4-8 (min.0-1-8),26=909/0-2-8 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TQNJO 2 TOP CHORD 2-3=-2003/0,3-4=-2003/0,4-5=-3413/0,5-6=-3413/0,6-7=-4247/0,7-8=X1247/0, a,, O N Nh <r, 8-9=4495/0,9-10=-4495/0,10-11=-4230/0,11-12=4230/0,12-13=-3519/0, Y vy, 13-14=-3519/0,14-15=-3519/0 {J i >~, Gs rl+- 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, f•7 E �,,,, \ 19-20=0/3519,18-19=0/3519,17-18=0/1990 01 4N 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=-214910,15-18=0/1659,10-20=-272/35,11-20=-327/0, x 12-:::::::ave & 49639 4 NOTES ?9, tots 1)Unbalanced floor been considered for this design. LS 2)All plates are 1.5x3 MT20 unless otherwise indicated. 4'.10 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 �D PR {��� be attached to walls at their outer ends or restrained by other means. % 0INEk-R0i01� LOAD CASE(S) Standard 87022PE v'' o OREGeN :4,2> �>Y y u C F'y$ER 1' P4 4s A. He EXPIRES:06/30/2015 April 22,2014 t A itkuvrw Verity rle_lign parameters and READ tr TES ON TN:SAND MIXED Hila FsEEERENCE PAGE maT473 MB:,1291201$MIRE # �•. Design valid for use only with MOek 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 _q is forlateralsupportof individual web members only.Additional temporary bracing to insure stability during construction k the responsibility of the- w AiTQL" erector Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 7777 Greenback Lane,Suite 109 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1PI1 Qualify Cdieda,DSB-89 and BCSI Building Component If Se fnn rs (P)tarmac from mc a design.7ises am Mare Street,Sue#rthre00/002/13 by MSC 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 50 R41832556 PL14-92_UP F06 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:40:18 2014 Page 1 ID:j7axn405HnThyaUAczwOszX1 UY-RFPtboJn7KxdwMrFGuBAxCtdCeyJ15g7mXCuszOQSh I 1-4-0 I 2-6-0 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 II 111 0 N EMI Mei Oil. 11 5 kTil 4 3x4= 3x4= 1-81 4-1-0 1-8 3-11-8 I 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/TPI2007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 4=174/Mechanical,5=174/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max,Ten.-All forces 250(Ib)or less except when shown. NOTES y/ONTO j, 1)Refer to girder(s)for truss to truss connections. o WA$� 4 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 ��, �r',, d 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to r '2a ri1 be attached to walls at their outer ends or restrained by other means. f N LOAD CASE(S) Standard 3'Pr rd 4, 49639 44 'S � tONAL G 87022PE r- / 7 "Oi, 4REGO tip ke '90 �'/$ER1\ �� EXPIRES:06/30/2015 April 22,2014 t I MINIMS-V, desrg:" r 0 raraweers and READ aC IES ON THIS Damn NITEKREFEREPA PAGE Ha 7 473 mr.I,11512014USE "" . 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 Niel( 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/TPII Qualify Criteria,DS8-89 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.95810 II Zaunha sP-ine(SP)h:mmbar itsp:s.-rfiast,tha#aaaga raises are:ttwsa eHaavttve 06/01/2O1.3 try ALSC Job Truss Truss Type Qty Ply 50 841832557 PL1492_UP F07 Floor 6 1 Job Reference(ootionall 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:j7axn40sHnThyaUAczw0szX1 UY-vSzFo8JPue3399YWPRgbjPTPQdB2AJ2KEgMQGIQIzOQSg 10-7-121 10-7-7 1 2-6-0 I 1 1-2-0 19-4-91 Scale=1:28.3 4x4= 3x4 I I 3x8= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 1.5x3 II 13 2 3 4 5 6 7e 8 9 10 • e a e _ 00000000000000000 N e e _ a e 17 1- . 15 14 13 12 3x4 II 3x6= 3x8= 3x6= 1.5x3 II 4x4 = 3x4= 1-0-4 16-5-4 I 14a101o--12f2 I I 15-5-0 0-1-8 Plate Offsets(X,Y): 17:0-1-8,Edgel,112:0-1-8,Edgel,f17:Edpe,0-1-81 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.86 Vert(LL) -0.20 13-14 >903 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.73 Vert(TL) -0.31 13-14 >599 360 BCLL 0.0 Rep Stress Incr NO WB 0.70 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:78 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc 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 (lb/size) 16=1078/0-5-8 (min.0-1-8),11=655/0-2-12 (min.0-1-8) Max Gray 16=1078(LC 1),11=670(LC 4) ,50NIO ite FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/281,2-3=0/281,3-4=-1662/0,4-5=-1662/0,5-6=-2516/0,6-7=-2516/0, ©P ;,it VQASI7n 7-8=-1811/0,8-9=-1811/0 ' 'k YR}.`�l�' t' Q BOT CHORD 15-16=-147/422,14-15=0/2316,13-14=0/1811,12-13=0/1811,11-12=0/1466 /, O� 6 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, r? 3-15=0/1377,3-16=-849/0,9-11=-1582/0,9-12=0/1027 f NOTES 4 �' 1)Unbalanced floor live loads have been considered for this design. � 49639� 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. Q." 'GIST Ei' 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'Vitt .� 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. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). c3� �GINE� �/0 �� LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 .t 870 2PE Uniform Loads(plf) Vert:11-17=-8,1-10=-80 Concentrated Loads(Ib) Vert:1=-304(F) 7��'©),QRETV GO (O Q�0 s A. -i EXPIRES:06/30/2015 April 22,2014 1 r 1 rfy ®WARNS -Vedesign parameirrsaolMAI)PCTES OHMS AND MIMED NCE ;cc TTEKREFEREPACEMII7:73IJ25/201/BfI El/SE .'Design valid for use only with Meek 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 : ., 111t'1 T�1R:` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IYB fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IPll Quatfly Cdteda,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available Truss PlateInstitute, 8 Lee 22314. Citrus Heights,CA,95610 #Southern Pi1usspcce #evolutas�thmge a06/03/24033 by k Job Truss Truss Type Qty Ply 5D PL14-92_UP F08 Floor 7 1 841832558 Pacific Lumber&Truss Co., Lake Oswego,Oregon Job Reference(optional) 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40-20 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszX1UY-NeXd?UK2fyCOAf dOlEeOdyyfSfJnuNza40Jy1a0QSf 2-6-0 0-5-10 I 1-2-0 I I 1-4-14 Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4= 3 4 53x4= X( ea e 9 8 3x4= 3x4= 3x4= 3x4= 3-1-2 31-10 3-9-10 I 4-4-10 416 8 3-1-2 0-1-8 0-7-0 0-7-0 0-1-8 4-0-6 Plate Offsets(X,Y): 18:0-1-8,Edge1,19:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) 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 IBC2012/TPI2007 (Matrix) Weight 39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=370/0-2-12 (min.0-1-8),7=370/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-732/0,3-4=-732/0,4-5=-732/0 yTONIp Y_ BOT CHORD 9-10=0/682,8-9=0/732,7-8=0/665 'Z WEBS 2-10=-736/0,2-9=-37/269,5-7=-718/0 OCfP Ni , X01 wA, G NOTES 0 ti? 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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}; ,09 be attached to walls at their outer ends or restrained by other means. � , �}�( 04, LOAD CASE(S) Standard �S'�flNAL��G PRQp . `t' 87022PE „q� OREG•N :5 _ter 7. ; A. HE ‘4, EXPIRES:06/30/2015 April 22,2014 )EV)NTMI•-Vec/ydesign raramcrets and READ PD TES OM MIS Ate INCI EDMTV(FEFEREAU IAS mu 7473 rts,1/24/2014BETtfEtjSE —_ f Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability:during construction is the responsibillity of the erector.Additional - -Mirek,. permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane,Suite 109 Citrus Heights,CA.95610 if Seraehern 91114(SPI sbas is s;aeciwied.,Nut41(aign valuas are.thaaa ctiwe 0' 01/2023 fayAcISC Job Truss Truss Type Qty Ply 5D a41832559 PL14-92_UP F09 Floor 1 1 Job Reference(potionall 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:4021 2014 Page 1 Pacific Lumber&Truss Co., Lake Oswego,Oregon ID:j7axn40sHnThIyaUAczwOszXl llY-rq5?DgLgQFKtnpZgx0ItYgV7Rs0HNMn7pklsUBzOQSe I 2-6-0 0-6-6 I I 1-2-0 I I 1-7-2 I Scale:1"=1' 11.5x3 II 2 3x4 = 31.5x3 II 4 3x4= 51.5x3 II J —dB =e N N 1.5x3 II 6 8 7 9 3x4= 3x4= 3x4= 33�� 6-2-8 I 3-0-140- di-8 0-77-0 I 0--00 I 1-10-2 Plate Offsets(X,Y): 14:0-1-8,Ednel 18:0-1-8,Edoe) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud 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 Weight:29 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD 2x4 DF No ) 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. v.),15 ONTO .1.4. TOP CHORD 2-3=-362/0,3-4=-362/0 at7 vJASI i' BOT CHORD 8-9=0/423,7-8=0/362,6-7=0/362 WEBS 2-9=-456/0,4-6=-424/0 „i, iiii Cid NOTES tli 1)Unbalanced floor live loads have been considered for this design. 4/ 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. ,.d 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4, 496391 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 �Q ''. /s, r be attached to walls at their outer ends or restrained by other means. � �' ��NA� LOAD CASE(S) Standard Q,ED PROFFss 0NGI �F9 /©.o.,,„ 414 87022PE - CREGO ti4 4A4 A. H'E. EXPIRES:06/30/2015 April 22,2014 1 t A WARNING-Verify�design parameters sad REAR?tjIFS MINIS AND I/2tt/DED HIM REFEREPCE PAGE MIT 1473 ret 1/1512014 BELS USE Mil " Design valid for use only with Mitek connectors.Thu design's 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 MiTek 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 buildngdesigner For general guidance regarding Lane,Suite 109 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and SCSI Building Component 77777s Greenbackea,CA,ne, Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. N&Durham P,rio(SF)luminexis>aecifiod.the design values are TASKS elfactiva 06101/201.SayAckC Job Truss `Truss Type Qty Ply SD PL14-92_UP Truss FLOOR 841832580 5 1 Parc Lumber 8 Truss Co., Lake Oswego,Oregon Job Reference(tptional) 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:4022 2014 Page 1 ID:I7axn40sHnThlval fAczwnoYt i ry Klf0Q .11AZS,_.,_.,.., -- - ����auvlvoarur=itiaFel<GZUVP1dzOOSd 1-10-12 I I 1-9-11 2-8-0 _._�..... .............�.,� I I 1-2-0 1-0-5 Scale=1:29.4 1.5x3 II 4x10= 1.5x3 II 3x4= 1.5x3 II 1 3x4= 1.5x3 II 3x4= 1.5x3 II 2 3 4 5 6 7 6 9 Wic I 114414444441‘. o � e e 16 14 13 12 11 10 4x5= 3x4 II 3x10= 3x6= 1.5x3 II 3x4= 354= 2-1-12 2-1-12 16-10-1214 Plate Offsets(X,Y): f6:0-1-8,Edgel.`11:0-1-8,Edgel,116:Edge,0-1-81 14 9-0 LOADING(psi) SPACING 1-7-3 CSI DEFL inloc) 1/deft L/d TCLL 40.0 Plates Increase 1.002 PLATES GRIP TC 0 TCDL 10.0 Lumber Increase 1.00 .44 Vert(LL) -0.12 12-13 >999 480 MT20 220/195 BC 0.44 Vert(TL) -0.18 12-13 >978 360 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.01 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:78 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) WEBS 2x4 DF Stud/Std(flat) end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 15=1642/0-5-8 (min.0-1-8),16=701/Mechanical,10=533/Mechanical Max Uplift 16=-764(LC 4) Max Gray 15=1642(LC 1),10=534(LC 4) IONIO FORCES (Ib)-Max,Comp./Max.Ten.-All forces 250(Ib)or less except when shown. <4, TOP CHORD 2-3=0/259,3-4=0/259,4-5=-1534/0,5-6=-1534/0,6-7=-1423/0,7-8=-1423/0 C., Q *va , 'y BOT CHORD 15-16=-1530/0,14-15=-1534/0,13-14=0/885,12-13=0/1423,11-12=0/1423, 10-11=0/1085 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, 2-14=0/1449,8-10=-1171/0,8-11=0/549 `_ NOTES 1)Unbalanced floor live loads have been considered for this design. 49639 2)Refer to girder(s)for truss to truss connections. Q� 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 764 lb uplift at joint 16. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �10A 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. LOAD CASE(S) Standard `tiY+�O N, 5,� NGIFR spa ' 870 2PE c‘i OREGO 21 lU 'fib �$ER � 44 �S A" He- EXPIRES:06/30/2015 April 22,2014 ®MANI§taWay design paranx=rers and READ DUES 07/7N:3.4M i/M2.L ED NITER REFERERa PAGE#u 7473 fen 1;291201EMIME Design valid for use only with M7ek connectors.This design is based onlyupon 9 parameters Applicability of design parameters andP ers shown,and B for an individual buildingicomponent. is for lateral supportpropermincorporationoly.Additional of component¢ cirsg to insure of building designer con not trussndesigner.Bracing shown of individual web members�ioty:-Additionol temporary;bracing fo, stability during construction is the responsibillify of the erector.Additional permanent bracing of the overall structure istheresponsibility of the building designer.For general guidance regarding MI e�' _ _ fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIl Qualify Criteria,DSB-89 and BCSI Building Component Safety information available horn Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane,Suite 109 Citrus Heights,CA,95610 It Sae:hem Pine )fxanbea is slueclfiect the efestgxr.C121.111 are theta effective 06IO1/2O13 tryrIsSSC Truss I Trussr 2 Type IQry Ply 1 5D R41832561 IJob III Ill Floo PLI4-92_UP 111 Job Reference(ootionall 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:4023 2014 Page 1 Pacific Lumber 8 Truss Co., Lake Oswego,Oregon ID_j7axn4OsHnThIyaUAczw05zX1 UYoDDmeWNwxtab17jC3RnLeFaSbfgs F2QG2E:zZ3zOQSc I 2-6-0 10-5-10 I I 1-2-0 11 1-6-14 l Scale=1:16.4 1.553 II 3x4= 1.5x3 II 1.5x3 II 354= 1.5x3 II 1 2 3 4 5 6 s ti o N i e e e 8 3x4= 1 9 3x4= 3x4= 3x4= 31-10 3-9-10 4-4-10 8-8-8 I I 3-1-2 0-1 -8 0-7-0 1 0-7-0 111-8 4-2-6 Plate Offsets(XX): f8:0-1-8,Edael,f9:0-1-8,Edael CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 400.0.0 Plates Increase 1..0000 TC 0.20 LOADING( SPACING 1-7-3Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0Vert(TL) -0.07 7-8 >999 360 Lumber Increase 1.00 BC 0.18 BCLL 0.0 Rep Stress Incr YES WB 020 Horz(TL) 0.01 7 n/a n/a Weight:40 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TPI2007 (Matrix) LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 DF No.1&Btr(flat) BOT CHORD Rigid rticadirectly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std(flat) REACTIONS (lb/size) 10=377/0-2-12 (min.0-1-8),7=377/0-4-8 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. a� O� 010N010N1-0 ite 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 {J tiV 0WEBS 2-10=-757/0,2-9=-28/290,5-7=-737/0 4 to NOTES 1, 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. \„ 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. id 7r 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each trust with 3-10d(0.131"X 3")nails. Strongbacks to ,0, ,493 4 be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard —40NAL P' <, O PRQpF6''' 87O22PE 1' N c -7 STORES N tifi .Q. ,p �4fBER \'` P c�SA. H5q EXPIRES:06/30/2015 April 22,2014 I t A WARM-Verify design pas=ture and READ f07E'S ON MIS AM DOMED MTK REFERENCE P GE 3417 7473 rar I,129f2a114103flf l/SE �• Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component'a�responsibility oefsbuilding a Ib'rdl i}y;durinlg constriction is the responsibner-not truss designer. lng shown ill of the MiTele - is for lateral support of individual web members only.Additional temporary erector.Additional permanent bracing of the overall stricture is the responsibility sbility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSIPPI1 Quality Cdteda,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safer ( )� ifrom are Suite06/01,12014ya. Heights,CA,95610 If uaeieSPbarsTruss Institute, e ALL Job Truss Truss TypeQty Ply 5D PL1492_UP F12 Floor R41832562 8 1 Pacific Lumber&Truss Co., Lake Oswego,Oregon Job Reference(optional) 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:4023 2014 Page 1 Ifhi7arn4OsHnThk.aUAc._..O l i v _,__....__.. .�,.,...,.�,,,,,,,,,,,,,,-,DD,,,cr rnwnrauiitwrtrrL6F8VWfT VV HJQh2FJ13Z06l5C 2-60 I I 2-3-5 II 1-2-0 II 2-4-11 Scale=1:28.7 1.5x3 II 3x5= 1.5x3 II 3x4 = 1.5x3 II 1.5x3 I I 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 I. I —1111•44444114004441444 - __ / o \ N B e e - 12 11 10 ►i 3x4= 3x8= 3x4= 3x4= 3x4= 110-0-5 100:08138 13 5 5 1 3-13 16-5-8 10-7-0 I I 5-0-3 I 10-0-5 0-7-0 0-1-8 Plate Offsets(X,Y): 110:0-1-8,Edge1,111:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >770 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.41 11-12 >478 360 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=718/0-1-12 (min.0-1-8),9=718/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. IO TOP CHORD 2-3=-2476/0,3-4=-2476/0,4-5=-2549/0,5-6=-2549/0,6-7=-2549/0 071 BOT CHORD 12-13=0/1527,11-12=0/2827,10.11=0/2549,9-10=0/1522 �©42� • � AS/i. v. WEBS 6-10=-319/0,2 13--1648/0,2-12=0/1025,4-12=-379/0,411=-466/163,7-9=-1643/0,7-10=0/1116 ii NOTES . Lt �1, y 1)Unbalanced floor live loads have been considered for this design. f } 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. \ 'F�' 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ' 4 be attached to walls at their outer ends or restrained by other means. \ 49639 LOAD CASE(S) Standard Q�4\ISZ StGNAL1 4,� c,a PRope ss N. 4NGINE'FR ./ 8, • 2PE iIre 'g.. 0 tv 00 OREGO ,to 4U ©S A. H501.- EXPIRES: EEXPIRES:06/30/2015 April 22,2014 a A17AFVJI."/0-Way designrararaumrsandREAD!ETES02d7N7S mum MIMIC REFERENCE A4GEHIT 7473;et 1/151201Ut3P WE15E WHIM Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support ofindividuatweb-members:ony_:Additional temporary bracing to insure stability during construction is the responsibility of the w,.. .._, erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding flArTnb • "x ' fabrication,quality control,storage,delivery,erection and bracing,consult AAlexandria, ria, 22314.Criteria,DSB-89 and SCSI Building Component Safety Informa8on available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane,Suite 109 if Southern pine(SFP avatars is specified,the-easier values mettles*effective 06/01/2013tsy:ALSO Citrus Heights,CA.95610 • Job Truss Truss Type Qty Ply 5D R41832563 PL14-92_UP F13 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 15:4024 2014 Page 1 ID:j7axn4OsHnThyaUAczwOszXIUY-GPn8rsNYiAiSeHIPd8laAT7Xn3VFjbjZVi W5VzOQSb I 2-6-0 I 1 1-1-11 11 1-2-0 II 1-2-5 I Scale=1:33.6 1.5x3 I I 3x6= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 I I 44= 1.5x3 I I 1 2 3 4 5 8 7 8 9 10 e _\ a e e a- o r e e e M 15 14 13 12 3x4= 3x8= 3x6= 3x4= 4x4= 3x4=- 14-8-11 14-8-11 15-5-3 14-0-3 14-1411 1r-3-111 I 19-3-0 1 I 14-0-3 o-i- 0-7-0 3-9-13 0-7-0 0-1-8 Plate Offsets 0(Y): 112:0-1-8,Edael.113:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.62 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 Weight:85 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) 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 (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 'TOMOLry 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 a O w N1 'Y BOT CHORD 15-16=0/1817,14-15=0/3736,13-14=0/3406,12-13=0/2736,11-12=0/1839 `�l 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, /'w . QUO 9-12=0/1209 07 ' 1, CIS NOTES 4 1)Unbalanced floor live loads have been considered for this design. lk 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. ,d & 1 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 49639 fy 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to '0, -1.4.081,50 be attached to walls at their outer ends or restrained by other means. {} SIONAL LOAD CASE(S) Standard <cx a PRop NGINFFR /�� mak, 8 • 2PE / r" CPi ,`�' N �-3OREGO r;, 00 MISER �4‘p� A. he EXPIRES:06/30/2015 April 22,2014 4 —_« r ®iy41181%-Year degraralreers and READD 1 IES OH THIS AND matzo MIER REFERENCE PASO 11X-7473 tea 1129/2014 REDREW _ Design valid for use only with Mick connectors.This design is based only upon parameters shown,and k for an individual building component. Applicability of design parameters and proper incorporation of component is 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 7777 Greenback lane,Suite 109 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/T911 Quality Cdleda,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 If Soutt,ern Pine$5P)lumber is spasifieH,the design*skies arethase affective 06/OS/2013 byAtkC Job Truss Truss Type Qty Ply 5D R41832564 PL14-92 UP F14 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:4025 2014 Page 1 ,D:j7axi 405f1nThlyaLlArzwvuX i ii i-iiunvf3COATUgjGRibAsppjgfiieTriOS7RikiAj3eyzOQSa I 2-0-0 I I 1-10-1 I I 1-2-0 I I 2-5-3 I Scale=1:21.0 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 I I 1 2 3 4 5 6 3x4= 7 • e _ e _ o- e I N e e a • e kik 1 E 11 10 98k 3x4= 3x5= 3x4= 1.5x3 II 3x4= I 8-2-9 18-9-9 19-49 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,Edgel,110:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 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 IBC20121TP12007 (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(lb)or less except when shown. ., ONIo 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 ::: �Cj �212=994/02-11=0/5714-10=-443/368=1277/00 Irk A-CO ,� 1)Unbalanced floor live loads have been considered for this design. ! M 1V 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. 4 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 d� 49639 4, be attached to walls at their outer ends or restrained by other means, ���-4 T Elk LOAD CASE(S) Standard OSxNAS e ptiD PROp *NGi�EF9 �� 4k' 87022PE r" yIt1/4-flj, GREG N cL© Lei 1/0 4/8eR 4,,i 4Q ©`SA HO; EXPIRES:OW30/2015 April 22,2014 4 I A WARNDE..treritg design paranantars and READ 80175 ON MIS AND MILTED HITERREFERENCE PAGE Nil 7473;EL 1/29/2914DH .4Ed1.5E Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer not truss designer.Bracing shown is for laferxstsupporhofindividualwebrnembers 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 ,a - ' MIS@ fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quatfy Cdled°,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Infom oiion available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 it&aurha€rt Pin.OP)trun3er is sperxifitest.the designvalues are.These effective06/011201 1 byM[Sc • Job Truss Truss Type Qty Ply 5D R41832565 PL14-92_UP F15 Floor 5 1 Job Reference(ootionall Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:4025 2014 Page 1 ID:j7axn4OsHnThyaUAczwOszX1 UY-kbKWO43C_OATtJgJGRtbAsppjgfhlTGkS57ikMj3eyzOQSa I 2-6-0 I I 2-0-15 it 1-2-0 1 r 51 Scale=1:24.8 4x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 N e ee e e 13 12 11 10 i 3x4= 3x6= 3x4= 4x4= 3x4 = 10-6-7 11-2-15 9-9-15 9-107 111-1-7 1 1 14-2-12 I 9-9-15 0-l.8 0-7-0 2-11-13 0-7-0 0-1-8 Plate Offsets(XV): 110:0-1-8:Edge).111:0-1-8,Edae1 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 lncr 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. ,yr ONTO TOP CHORD 2-3=1996/0,3-4=-1996/0,4-5=-1633/0,5-6=-1633/0,6-7=-1633/0 T w BOT CHORD 12-13=0/1287,11-12=0/2106,10-11=0/1633,9-10=0/1335 O d WEBS 6-10=744/0,2-13=-1389/0,2-12=0/765,4-11=-582/0,7-9=-1441/0,7-10=0/948 CJr`fe 3 NOTES I o3r. Q 1)Unbalanced floor live loads have been considered for this design. j ta 2)Refer to girder(s)for truss to truss connections. a 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. li:r 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 16 49 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 ' u't ,=1✓,Q be attached to walls at their outer ends or restrained by other means. — 'SIONALV � LOAD CASE(S) Standard 0 PROre 14 . . .x4GINE; ,„? /0.,A.' 87022PE { / ycn - A tv ,,,-c ,.OREGO (15' . ->, :M$ER #..' A" NS �� EXPIRES:06/30/2015 April 22,2014 8 4 AtE4:kNTfiia-Vicf/y design 7013100CrsamREAD NOTES ONTHIS AND MailDEDMPT€KREFEF:t !ME MIL 7473recZ/2512014DEt 'M E Design valid for use only with MOek 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.temporarybracing to insure stabirityduring construction is the responsibillity of the /'TelBCma' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MY1 B fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/fP11 Quailly 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 ithoaethern1'teseIEP)lumber'tz R.nrifiAst,thestesign wastes areettetse etfosunoDc/01/008 byALSC • Job Truss Truss Type Qty Ply 5D PL14-92_UP FG1 FLOOR GIRDER 1 1 R41832566 Pacific Lumber&Truss Co., Lake Oswego,Oregon Job Reference(optional) 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:26 2014 Page 1 Inj7r=xn40sH-TM'yeLlAczw0_z y9uaSnkZi2FuG7nL8enszOTdAOzOQSZ - ��..�.�. +xnwr-s.uuuGXPoeo 1-4-12 I 1-4-0 1 1.583 II 2 3x4= 3 1.5x3 II Scale=1:8.7 J L O 7 N i 4 5 4 3x4= 3x4= I 2-11-12 2-11-12 I 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 Incr NO WB 0.07 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:15 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc 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 orroNlo , NOTES 0C 4p' WAS tilt r� ` N Refer to girder(s)for truss to truss connections. 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 1Ffi; Q, 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to /r ( ta h�' be attached to walls at their outer ends or restrained by other means. �f 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. Pr 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). rd 1 /60.4, 4s LOAD CASE(S) Standard 4s Y 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) St�NALL4 Vert:4-5=-10,1-3=-100 Concentrated Loads(Ib) Vert 2=-188(F) \cp eAkGINEF9 sip 2 ,c' 87022PE p' / (n , 4j, OREG•N I 1U 90 ��$ER \''' ' . CSS A" Heck‘'''' EXPIRES:06/30/2015 April 22,2014 AWARN1M3.-k rftydesign parameters midREAP ID7ESMINIS A MIMED MFT€KREFEREMTPAGE HIT 7413mt.1/19JZ01a 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 . isforigferaksupport;of individual web members only.Additional temporary bracing to insure stability during construction n the.responsibility of the ,,„y,;, erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Iek` fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qua01y Criteria,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane,Suite 109 Citrus Heights,CA,95610 if Southern Pose S)fxretrisex is spewed,the design vattres are those affective OG,3/2QY.3 byAt Job Truss Truss TypeIQty Ply 5D R41832567 PL14-92_UP FG Floor Ginter 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:26 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOsZX1UY-CouuGXPoEoy9uaSnkZL2FuCyuth?BcTszOTdAOzOQSZ I 1-6-0 I 1s10 I I 1-2-0 I I 1-4-14 I 2-6-0 I Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 23x4= 11 3 4 53x4= 6 1 e e -_„..vvvvv7v.--7 '.'",..,,,,,,,,,.„.....,,,,,,,,,,,..: v 0 N N ev(�JP e e3x4= 1dB 9 3x4= 3x4= 3x4= 3-2-10 I 3-9-10 1 4-4-10 1 8-6-8 I 32-10 I 0-7-0 0-7-0 4-1-14 Plate Offsets(X,Y): 18:0-1-8,EdaeL 19:0-1-8,Edoe1 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 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 Weight:39 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) 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 (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. `cONIO TOP CHORD 2-11=926/0,3-11=-926/0,3-4=-926/0,4-5=-926/0 QC7 0V um•c, , WBOT CHORD 9-10=0/669,8-9=0/926,7-8=0/771 EBS 2-10=-804/0,2-9=0/327,5-7=-833/0,5-8=0/303 ZJ ]rw, Q NOTES 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. "4, 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUTPI 1. i 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to P 49639 be attached to walls at their outer ends or restrained by other means. Q FWG, ,' 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. .�',,"y,$ NAL-5 The design/selection of such connection device(s)is the responsibility of others. 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 t�$�p PROF�s 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(p8) ��� ��GINEZ v./�s� Vert:7-10=8,1-6=-80 Concentrated Loads(lb) �. 87022PE Vert:11=-169(B) N 7 -',b OREGO ti ZU/ �'51'CI��'ySER 4':\�Qr-\ A. H EXPIRES:06/30/2015 April 22,2014 ®tt?A.RNrsS-Vcdtyflair parameeers and READ f10TS ON MAW I: IMED Kira REFERENZE MOA MITT 1473 ren 1/291201$BEMUSE Design void 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 MiTek is for lateral support of individual web.members only.Additionallemporary: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 7777 Lane,State 109 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777s Greenbackea,CA,ne,Su it Information 01.314OP/iumlex'weer ttheInstitute, sutr,7 N. hhcoseet,su�R€aic}etivuse Alexandria,0be VA 22314. Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION . 1 3/" Center plate on joint unless x,y I 6-4-8 I dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property MEIa offsets are indicated. (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. 1.1„. Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 0'1/16' IIMEIMMimiiimompgmEm2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves ce 4 may require bracing,or alternative Tor I p w bracing should be considered. 0 UO 3. Never exceed the design loading shown and never 0-6 U stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7'8 6-7 C5-6 designer,erection supervisor,property owner and plates 0 'ii ' 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 use with fire retardant,preservative treated,orgreen lumber. ICC-ES Reports: 4 The first dimension is the plate 10.Camber is a non-structural consideration and is the 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 Southern Pine lumber designations are as follows: 12.Lumber used shall be of the species and size,and Indicated by symbol shown and/or SYP represents values as published i all respects,fiequal to or better than that speci by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved 16.Do not cut or alter truss member or plate without prior —■ reaction section indicates joint approval of an engineer. number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 1.--_.1.--_-. tb 18 tale a virronUse ofgmental,health or performanceor treated lumber maose risks.Consuunaccelt with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal il 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction, and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. Is not sufficient. BCSI Building Component Safety Information, M'Te ke 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 r 1 i`1 CONFORMS TO DESIGN CONCEPT ❑CONFO R STODESIGNCONCEPTWITH d`""" r.A ( CONFORMS 7 DESIGN CONCEPT REVIIOS NOTED 0 NON-CONFORMING REVISE&RESUBMIT .' F 1 t L" 0 CONFORMS TO DESIGN CONCEPT WITH KIN PEVKWEI, " REVISIONS AS SHOWN DR...EFF,FiL.ONS AND.109E �I Li O C NON CONFORMIP G-REVISE AND RESUBMIT By Alexia Fuku Ort.. 9/22/14 R U THIS SHOP DRAWING IA's BOSH REVIEWED FOR GENERAL CO FOREt4NCE MILUNANUl A-IIi1ItL13 ( -n nc VESt err II;.^ar Atj ri ttttvEi- $ a- OP r ; r"y .AAF C OF'YEk vR CF 9 SFOI{SIB ICiF CONFORMANCE iITH THE CR1 f a i'-.: DESIGN 0 NGS SPECIFICATIONS ALL OF WHICH HAVEPRIORITY r1 c to ,-Nt ,0 ..at.0 OVER H.'7',P I I'.:. CONTRACTOR SHALL VERIFY P.L.DIMENSIONS. 4> By: I Date:September 19,2014 i r. `-■\ IPI CJ2 4 h K \■ ►AI CJ3 1111 CJ4 CM U CJ5 CJ6C v 8:1201 CM CJzc �, Cr CM CJQ _ itie CAD L Zno CJ I . 2 ( *14 r_ 1? al- CM r,.. \giXC.NI CA In G Cr IE EMI CM ISE/111118:12 � MEM cJ13 40:1, IU CJ HOU828-2 'oil 0:•J `_ ] CJ16 A Ai ikihh, !1• . Ili - 1(2) ,i...., ••.,..... „ V , p 5 g 2 21 1 I GARAGE RIGHT 11'-r 11-71P2" 40'-0' ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/31/14 TPRUSSCALCULATIONS ANEMENT ONLY.REFER ° D PROJECT TITLE: REVISION-1: ENGINEERED STRUCTURAL DRAWINGS FOR ALL FURTHER � � � PLAN 5-D COFFER INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD iii 1 PLAN: DRAWN BY:JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS t TO TRUSS CONNECTIONS.BUILDING 5 / D-D CHECKED BY: DE SIGNER/ENWNEER OF OF AL D TO lit T` -`� COMPANY O M P A N Y REVIEW EAND DESIGNER/ENGINEER RECORD TR�Vj DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"= 1' � All designs are property of-Pacific Lumber and Truss. All designs are null and void If not fabricated by-Pacific Lumber and Truss. } ®CONFORMS TO 1ESiGNcaNcSPr • CONFORMS TO DESIGN CONCEPT REVISIOIs TO DSIGN CONCEPT WITH ❑ CONFORMS TO DESIGN C(` fONCEPT'WITH NONCONFORMING-REVISE&RESUBMIT �,-0" REVISIONS AS SHOWN IATiONS A. ..,-s;.,x.e N.-nom ❑ NON-CONFOR ING-REVISE AND RESUBMIT NiA=rIly E=N.Esue Alexia •Oa:. 9/22/14 THIS SHOP DRAWING NAS EN REVIEWED FOR GENERAL CONFORMANCE MILBRANDT ARCHITECTS ' WITH THE DESIO CONCEP ONLY AND DOES NOT RELIEVE THE N FFABRICATOR/VEVAOF Rt ONSIBILITY FOR CONFCRYA;CE WITH THE ' DESIGNI.AWINjSAiD SPECIFI WHICH ONS ALL OF ICH HAVE PRIORITY C°) to (7C) OVER+".rrVI SHBRASIAB. GC14ACTOR SHALL VERIFY ALL DIMENSIONS. CO Ey: i dd aton Date:September 19,2014 4T E EE IN INC r r' F F CJ1 .. . I _ CJ1 CJ2 .. Irr/reir ',� �' cJ2c CJ3 I I CJ4 - ,4 c CJ5I OC �/ 6:12 v I/ ir CJ6 I/ Alir CJ7 _ - ci • CJ7C CJ8 .-.-. i . / .�-. CJ8 . CJ9 .-.-, CJ9 CJ10 _.. _-__, CJ10 ? a; CJ11 I1_1� , a - I CJ11 co CJ10 Pr v. , _.. -- CJ10 4 ti CJ9 __ -____ , , .. ti CJ9 v In OM 0 E CJ8 __ ' ==- 10:11 chi CJ6 ! 10:12 6:12 CJ12 (5) CJ5 ___„_..1 CJ13 ME to:1, - - CJ14 H ; CJ16 HGUS26 I'I�I 12 . HGUS26-2 CJ17 l' _ R I Mas ;� � �s� 0 12 ASJ1 � I ,� N ��tiN,S � ' ' w 12� - N \ L_ = 11 �,, 6,Q GARAGE LEFT 9'$1/2" 11'-71/2' 11'-8" _ BERING WALL II- 40'-O ®Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/31/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL tE PROJECT TITLE: REVISION-1: DRAWINGSGNER/EFOR ALL EEROFECFURTHER II ��. ' INFORMATION.BUILDING PLAN 5-D COFFER RESPONSIBLE EER OF RECORD TRUSS .'',.:::,,..,i PLAN: DRAWN BY:JP REVISION-2: TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER OF RECORD TO 5 / D-D CHECKED BY: REVIEW AND APPROVE OF ALL 0 T U S' S` COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. SiL ■ 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. • MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by 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). Oft*,ANY w .3,N Id* , 4 04, it‹,., w or� Y 24,00 .. 66-26,''* C 141 ALl (;1% r''t3 10/1/1 , OM ;psit 4 ' 11 IIIIIIIIIIIIII 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"OC. UON. LL = 25 PSF Ground Snow (Pg) 5- 6=(-9246) 2080 12-13=(-1910) 8634 11- 5=( -718) 3206 BC LATERAL SUPPORT <= 12"OC. UON. IC 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)+OL( 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)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 11'- 7.5" V ALL FLAT TOP CHORD AREAS NOT SHEATHED BC UNIF LL( 521.9)+DL( 354.9)= 876.8 PLF 7'- 0.0" TO 11'- 4.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BUG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.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 'oc spacing.) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ -1'- 0.0' Allowed = 0.100" ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.001" @ -1'- 0.0' Allowed = 0.133" Join together 2 ply with 3"x.131 DIA GUN 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" oc in 1 rows) throughout 2x4 top chords, **HANGER BY OTHERS TO APPLY 5" oc 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' T 1-11-11 7-08-02 1-11-11 f f f 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 windforce-resisting T 21.30# �21"30# 12 T system and components and cladding criteria. 12 10.00 V "J 10.00 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=1.6, Truss designed for wind loads M-4x6 M-5x8 in the plane of the truss only. M-3x8 M-4x10 M-3x8 4 5 6 /r 14b) - \ �� M-5x10 o -=1 `n 11 � _ `�f 1 + 1 0 9 10 11 12 13 - 8 Ci cD M-5x10 M-3x8 M-3x8 M-3x8 M-5x6 M-7x8 y ), y ), 3584# , ,, y 1-09-14 2-00-13 1-11-01 1.11-01 2-00-13 1-09-14 1, )' y 1-00 11-07-08 ��,`co PRQF��' JOB NAME: POLYGON PLAN 5-D NH - AH1 Scale: 0.4231 \�� (" s�o WARNINGS: GENERAL NOTES,unlessotherwise noted: `.n �rpacc 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' =9 r.C. 1- T r u s s: AH1 and Warnings before construction commences. Incorporationlding pof comp pant isltherespof n9lnparameters Bry of the buildind ng desiigner. r ir 2.2z4 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 construction 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 drywalllBC). 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++ # 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. : 6051299 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, .,/� y u 2:Q design loads be applied to any component: CJ 1 4 TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the end are for"dry condition"of use. 6.Design assumes full bearing at all supports shown.Shim or wedge If necessary. j�p ry t t fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is Provided. ` r�1-1.1 L-. 6.This design Is furnished subject to the Rnitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII VIII VIII III I VIII IIII IIII TPI WfCAin BCSI,copies of which will furnished upon request. lines coincidewith joint aIn nche. 9.Digits indicate ith of plate In Inches. , MiTek USA,InC/COmpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C9-1 00 IC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1.2.1 0) 72 2-4=(0) O BC: 2x4 KDDF #1&BTR SPACED 24.0' 0.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" -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 KDOF ( 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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -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" 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=loft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. 0 0 N M/- 4- O� oi.10/...-rillHjll.IMIM-- -o .: M-3x4 1-00 2-00 1PROVIDE FULL BEARING;Jts:2,4,31 tt,tR Ope. JOB NAME: POLYGON PLAN 5-D NH - AJ1 Scale: 0.6772 4. �c�•<0'co PNati es/(7 WARNINGS: GENERAL NOTES,unless otherwise noted: 4L/ r rl`p 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 4 . T,92/'r E r Truss AJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper l/ 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. �/ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 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 le t )h by rW 409101." " continuous sheathing such as plywood sheathing(TC)and/or drywall BC. J DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requiredmeedwhere shown++ MCr 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. "� OREGON Ott SEQ. : 60513 00 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. 2�\��,C, design loads be applied to any component. and are for"dry condition"of use. / 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 4 1 4 �p fabrication,handling,shipment and installation of components. 7.necessary. provided. d..� RR�f { 6.This design is furnished subject to the initations set forth by 8.Platesshallbe located assumes adequate facesnage i of truss,and placed so their center ��T f-1 b 4 IIIIII1VIII VIII RHO 1110 VIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon M78 USA,Inc./CompuTrus Software 7.6.6(IL)-E request. with plate design values see ESR-1311,ESR-1988(MITel0 joint 9.Digits Indicate size of plate in inches. 10.For basic connector 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 If1&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=(-96) 73 TC LATERAL SUPPORT <= 12"0C. 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 SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -41/ 322V -44/ 132H 5.50' 0.52 KODF ( 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 01 OH 1.50" 0.16 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 osfl uplift at 24 "oc spacina"I REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133" 12 -/ MAX BC PANEL LL DEFL = 0.002' @ 1'- 0.1' Allowed = 0.054" 10.00 7 MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1' Allowed = 0.072" 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. cm Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 co load duration factor=l.6, � Truss designed for wind loads in the plane of the truss only. M,-,(- 4- c::, (-VO Q ` ►1 4►I M-3x4 J‘ ), y y 1-00 2-00 1-11-11 'PROVIDE FULL BEARING:Jts:2"4,31 �ptO PRart JOB NAME: POLYGON PLAN 5-D NH - AJ2 ss Scale: 0.6371 x `n5/1 .7 WARNINGS: GENERAL NOTES,unless otherwise noted: Ga;' '?2 i/ 1"" I.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 �y�' Truss: AJ2 and Warnings before construction commences, building component.Applicability of design parameters and proper ,rti/ 2.2x4 compression web bracing must be installed where shown+• incorporation of component is the responsibiity of the building designer. f 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c,and at 10'o.c.respectively unless braced throughout their ler�tth byr�rr > ` DES. BY: LJ is the responsibility of the rector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaa(t7C). /'' DATE• 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 0(3E��N �(/� SEQ. : 60513 01 4.No load should be applied to any component until after alt bracing and 4.Installation of truss is the responsibility of the respective contractor. 7L \� fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, y „L.... design loads be applied to any component. end are for"dA. ry condition"of use. G T TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6'Decease assumes full bearing at all supports shown.Shim or wedge If 1 { t �P. fabrication,handling,shipment and installation of components. necessary. R R Vk.ck' 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 be furnished upon IIIIII VIII VIII VIII VIII VIII VIII IIII IIIIMira USA,lnCJCompuT us PI/WTCA in BCI,copies ofwhISoft ch Iware 7.6.6(1 L)E request. 9. es. 10. ocoincide te etoabiconcorplte desiglate in n values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 ' 111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 8.7' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX I-2B(R FORCES 2-4/(0) 0q=1.00 BC: 2x4 KDDF TR SPACED 24.0" O.C. 2-3=(-138) 101 2-4 =(0) 0 q1&B TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SG.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) Connector plate prefix designators: 1'- 9.2" -55/ 142V 0/ OH 5.50" 0.23 KDDF ( 625) C,CN,C18,CN18 (or no prefix) p LL = 25 PSF Ground Snow (Pg) 5'- 8.7" -99/ 146V 0/ OH 1.50' 0.23 KDDF = orm CompuTrus, Inc ( 625) 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 net1-5 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" -/ 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' 12 '' 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, o Truss designed for wind loads in the plane of the truss only. U, m r/- c, 41 M-3x4 y y y 1 1-00 2-00 3-08-11 :PROVIDE FULL BEARING:Jts:2,4,3I > p PROF JOB NAME: POLYGON PLAN 5-D NH - AJ3 Scale: 0.5270 <c, (`/iN/f�1 �ss/ WARNINGS: GENERAL NOTES,unless otherwise noted: ' 715///9 0�r+` r r �� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual C' T',7 PL 1-- Truss: AJ3 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 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 continuous sheathing such as plywooding(TC)and/or drywall C. ,,,,,sitapp,DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2o Impact bridging or lateral bracing requiredaired where shown++ ) 4 (t /� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ.. : 6051302 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,. !' ��N� A.. TRANS I D: 407540 design loads be applied to any component and are for"dry condition"of use. /5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q f 14 fabrication,handling,shipment end installation of components. Decessary. A R R t L� 6.This design is furnished subject to the Irritations set forth 7.Plates assumes locatedadeone bothdraifae:otruss,provided. '�f 1 111111111111111111111 by B.Plates shall be on faces of and placed so their center TPIMITCA 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 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 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=(-64) 38 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" -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 )GOND, 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 = 0.003' @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' 1-11-11 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 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=1.6, Truss designed for wind loads a) 0 in the plane of the truss only. 0 O N C7- R O •o� 11110.--- 1 4►�� M-3x4 y y , 1-00 2-00 )PROVIDE FULL BEARING:Its:2.4.31 A, O PROk'e JOB NAME : POLYGON PLAN 5-D NH - ASJ1 Sale: 0,6772 \ ss �� 'N�1417 © GENERAL NOTES,unless otherwise noted: A + �/f WARNINGS: GENERAL 9 PE 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 and Warnings before construction commences. building component.Applicability of design parameters end proper Truss: ASJ1Incorporation of component is the responsibilty of the building designer. 2.2x4 compression web bredng 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 et 10'o.c.respectively unless braced throughout their le lh by fir DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall C). r-4 /,'(r- 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 *y SEQ. : 6 0513 04 4.Na load should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. p" fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, lc design loads be applied to any component. end are for"dry condieon'of use. !/� �t TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 8.necessary.assumes full bearing at all supports shown.Shim or wedge if `/�+ ' 1t4� ` ��� fabrication,handling,shipment end Installation of components. ry R`4� 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I,copies of 11111111111111111111111111111111111111111111 MITE USA,IncI/WTCA in ./CompuTrus 9(softare 7.6.6)1 L)E request. 9.0.lines DigitsIndicate esize ctorof plate design vlate In alues see ESR-1311,ESR-1988(MiTek) EXPIRES: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&BTA 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- 4=(-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'OC. UON. TC UNIF LL( 75.0)+DL( 21.0)= 96.0 PLF 4'- 0.0' TO 15'- 11.5' V 7- 8=(-4484) 1176 17.18=(-1390) 5802 15- 5=( -740) 282 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 15'- 11.5" TO 19'- 11.5" V 8- 9=(-3932) 1020 18-19=(-1390) 5802 15- 6=(-8356) 2104 BC UNIF NOTE: 2x4 BRACING AT 24'OC UON. FOR BC UNIF LL( 5210.9)+DL( 354.9)= 876.8 PLF 0'- 0.0' TO 14'- 11.5' V 10-11=( 53200) 1322 19-10=( -908) 3932 166.17_( -128) 754 ALL FLAT TOP CHORD AREAS NOT SHEATHED ( -678 2882 TO CONC LL( 100.0)+DL( 28,0)= 128.0 LBS @ 4'- 0.0" 17- 7=( -714) 3176 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) Connector plate prefix designators: 0'- 0.0' -912/ 3929V -83/ 74H 5.50" 6.29 KDDF ( 625) ConnectorCpla (or no prefix) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 7.3" -2972/ 11613V 0/ OH 3.50' 7.82 KDDF (1485) = 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,MI8HS,M16 = MiTek MT series ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. !COND. 2: Design checked for net(-5 Dsf) uplift at 24 "oc spacing.l Join together 2 ply with 3"x.131 DIA GUN 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' 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' 1-11-11 7-10-05 2-05-03 3-08-10 3-11-11 T T f f 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' 1' 12 ' 4128# ' ' ' 12 T T 4128# T NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.00 V 10.00 V N 10.00 Design conforms to main windforce-resisting M-4x6 M-4x6 system and components and cladding criteria. 7 M-4x8 8 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, M-4x6 M- Truss Truss designed for wind loads M-5x1 s M-3x4 M-5x12 M-1.5x3 in the plane of the truss only. 3 4 5 E' LTJ 8 .� r A. r An 0 c - l lI .c,.f- 41-0 1P " 12 13 14 15 18 v 17 �f 18 19 11 �. o M-5x8 M-4x6 M-3x6 M-7x8 M-4x8 M-3x6 M-5x10 1 0 M-1.5x3 y y y y M-8x14 y y y lir.1, # y y 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 y yy J' 8-04-08 0-05-08 11-01-08 1.00 LPROVIDE F B ARIN•'Jt<•1 15 101 19-11-08 1-00 JOB NAME : POLYGON PLAN 5-D NH - BH1 ��� n PRpF��s Scale: 0.2765 5 IN, WARNINGS: GENERAL NOTES,unless otherwise noted: AtJ .\r/5//r. , / �/ t -S7 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 - o2�p •S P E rTruss: BH1 and Warnings before construction commences, building component.Applicability of design parameters and proper ,,"' 't'h/ 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. '''Y` DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of T o.c.end at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(n). ` ' DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ w► (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. ^T7 OREGON ,(i SEQ. : 6051305 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G. ��1' � N��� design loads be applied to any component. and are for"dry condition"of use. / 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 14 fabrication,handling, necessary. "E ?I components. 7.Design assumes adequate drainage Is provided. 4 r'T b shipment and installation of 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 lin int IIIIII VIII VIII IIIIIIIIIIIIII VIII IIII IIIIMiTPINVTCA in BCSI,copies of which e SA,Inc./CompuTrus Software 7.6.6(1 L)E l be furnished upon request. 10.For basic connectors coincide with jo plate design values see ESR-1311,ESR-1966(MiTek) center lines. 9.Digits Indicate size of plate In inches. EXP I RES:12/31/2015 IIIIIIIIIIIIII 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 A18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF N18BTR SPACED 24.0" O.C. 2-3=(-67) 43 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. 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" -52/ 294V -23/ 81H 5.50' 0.47 KDDF ( 625) 1'- 10.9' -73/ 68V 0/ OH 1.50" 0.11 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 4'- 0.0' 0/ 33V 0/ OH 5.50" 0.05 KDDF ( 625) C,CN,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 gel 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 B T TOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0' Allowed = 0.078' MAX TC PANEL LL DEFL = 0.003' @ 1'- 3.7' Allowed = 0.131' MAX BC PANEL TL DEFL = 0.003" @ 1'- 7.7" Allowed = 0.206" 12 MAX BC PANEL TL DEFL = -0.005" @ 1'- 12.0" Allowed = 0.206' 10.00 V MAX HORIZ. LL DEFL = -0.000' @ 1'- 10.9' MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" NOTE:Design assumes moisture content does -/ not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, of (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, o Truss designed for wind loads G in the plane of the truss only. N M/ V c. M-3x4 y y y 1-00 4-00 (PROVIDE FULL BEARING;Jts:2,3,4I ti/i\tO PROF JOB NAME: POLYGON PLAN 5-D NH - BJ1 Scale: 0.6882 �`' kr c 7/5/1SS IN * WARNINGS: GENERAL NOTES,unless otherwise noted: Q' ±i � r 1"' 0 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual Truss: BJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bred to insure stabil during construction 2•Design assumes the top and bottom chords to be laterally braced at � ' W ry n9ty 2'o.c.and at 10'o.c. c as unless breced throughout their le th by .,-""WISP . DES. BY: LJ s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheatbing(TC)and/or drywalC). DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown*1- 4. . (aRECiQM �((( SEQ. : 6051306 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 5.Design assumes trusses are to be used Incnon-corrosive environment, I" fasteners are complete and at no time should any loads greater than 9 /, '�Y /4 2,Q -k- design loads be applied to any component. end are Tor"dry condition"gouse. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 8'oecessa assumes full bearing at all supports shown.Shim or wedge If � fabrication,handling,shipment and Installation of components. 7.Design sums adequate drainage is provided. 111 '�R 8.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 11111111$11111111111 Iswhich request. MTe USA,Inc./CompuTrus Software 7.6.6)1L)E lines 0of plate inches. or basic coits t ctorplte design values see ESR-1311,EOR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1$BTR SPACED 24.0" O.C. 2.3=(-95) 77 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 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 psfl uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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" 12 MAX HORIZ. LL DEFL = -0.001' @ 3'- 10.9" 10.00 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. Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads c in the plane of the truss only. C") rf- 0oIOIAIIMIMIMIMMIIMIIMIMI /- o 1.--- -o4►/ -, M-3x4 1, y y 1-00 4-00 'PROVIDE FULL BEARING;Jts:2.4,3' JOB NAME : POLYGON PLAN 5-D NH - BJ2 <�` INE• °S Scale: 0.5824 1. !(NJ /� WARNINGS: GENERAL NOTES,unless otherwise noted: tl,y // �f 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .9.•$P E 1"" Truss: BJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper ��JJ-/// 2.2z4 compression web bracing must be Installed where shown+• incorporation of component is the responsibihty of the building designer. DES. BY LJ 3.Additional temporary bracing to insure stabihty during construction 2.Design assumes the tap and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ' DATE: 9/5/2014 the overall structure is the responsibilityof the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywal C). 9 3.2z Impact bridging or lateral bracing required where shown++ it* (?RECON ((CC C 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : 6051307 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, N1) As design loads be applied to any component. and are for'dry condition"of use. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if `� 1 4 2� �� fabrication,handling,shipment and installation of components. necessary. 41 !S. 6.This design is furnished subject to the limitations set forth 7.DesignPlatesassumes adequate on oc drainage is pr truss,sa. %�`L'.�t+.t i V 111111110111111111 TPINyrCA In BCSI,copies of which will be furnished upon request. quest. 8 s coincide belocated joint centertfines$of and placed so their center +l 1 7 t MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E late in inches. 0.FF9. oribasic connectots Indicate size r plf ate design values see ESR-1311,ESR-1988(Welt) EXPIRES:12/31/2015 IIhull 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 N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.5=(0) 0 SPACED 24.0' O.C. 2.3=(-205) 171 BC: 2x4 KDDF kt&BTR 3-4=( -58) 25 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4BEARING MAX VERT MAX HORZ BAG REQUIflED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 4 DL ON BOTTOM CHORD = 2.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 2.0 PSF 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,M20HS,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. (GOND. 2: Design checked for nett-5 psfl uplift at 24 'oc spacina BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP .b 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 = 0.009' @ 1'- 10.0' Allowed = 0.288' �) MAX TC PANEL TL DEFL = -0.008' @ 1'- 11.4' Allowed = 0.428" 12 '1 MAX HORIZ. LL DEFL = -0.002' @ 5'- 8.2" 10.00 V 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,BCDL=6.0, ASCE 7-10, N load(All Heights),n fEnclosed, Cat.2, Exp.B, MWFRS(Dir), 0 Truss designed for wind loads Lti in the plane of the truss only. M r/- PriAIIIIIIIIMIMININE o� ►� 5►2 0 1 M-3x4 )' 1, y y 1-00 4-00 1-08-15 (PROVIDE FULL BEARING:Jts:2.5,3,4( �Cac0 PRQp4'6 JOB NAME: POLYGON PLAN 5-D NH - BJ3 Scale: 0.5270 kc,1 ``` I5/1rCs�°� WARNINGS: GENERAL NOTES,unless otherwise noted: �- ` �P L t`R BJ3 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 // T r 11 s s: BJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper J // 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 constriction 2.Design assumes the top end bottom chords to be laterally braced at dr 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 la th by �TLlrmo,- 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 4,/ 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. 2 SEQ. : 6051308 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, f . "'44, 14 2.0 -A- V design loads be applied to any component. and gra for s"dry full bearing gf t a. c✓ ty 8.Design assumes full bearing at all supports shown.Shim or wedge if V TRANS I D: 407540 5.CompuTrus has no,ship over end assumes no responsibility ty for the necessary. a �� `� 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 cide I IIIIII VIII VIII VIII VIII VIII VIII IIII IIII M MTPIiTek USA,IncCA In .I,copies of/CompuTrus us iSoftware 7.6.6(1 L))-E request. gojoint center Nnes. IF bsindicateonnect of plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1 1111111This design prepared from computer input by r PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 - TC: 2x4 KDDF Al&BTR LOAD DURATION INCREASE = 1.15 1.2=(-48 41 1-3=(0) 0 BC: 2x4 KDDF H1&8TR SPACED 24.0" O.C. ) ( ) TC LATERAL SUPPORT <= 12'OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'0C. 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)(or no prefix) = CompuTrus, Inc 1'- 11.7' -39/ 51V 0/ OH 1.50" 0.08 KDDF ( 625) M,M20HS,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 psfl uplift at 24 'oc maim' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.003" @ 1'- 2.9" Allowed = 0.131' BOTTOM CHORD CHECKED FOR 1OPSF 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" j_jj.jj 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, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 10.00 V 01Truss designed for wind loads ' in the plane of the truss only. rn 0 0 0 N M,,_ O 8,- 1 1111111. 3�� M-3x4 1, y 2-00 'PROVIDE FULL BEARING;Jts:1,3,21 JOB NAME : POLYGON PLAN 5-D NH - BSJ1scale: 0.7703 � �D)))yPNF ,�/� WARNINGS: GENERAL NOTES,unless otherwise noted: wC?': ! lar/J R:1i "! 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. r E f Truss: BSJ1 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 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 A/%I ' the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood shoed TC)and/or drywall C. DATE: 9/5/2014 po ty e 3.2x Impact bridging or lateral bracing required where shown+4. ) +� !� 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. "f7 gfEiGON ((i S E Q b /ads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �. k 4:,� TRANS I D: 407540 design loads be applied to any component. end are for"dry condition"of use. �'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 O 14 (� ‘}, fabrication,handling,shipment and installation of components. necessary. /"' R R y 7.Design assumes adequate drainage is provided. rl 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 IIIA VIII VIII VIII VIII I III IIII IIII IIIITPI/WI-CA in SCSI,copies of which will be furnished upon request. lines cdndde with joint center lines. 9.Digits Indicate size of plate in inches. 10. 9 c MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 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 #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 79 2-10=( -983) 3050 3.10=(-298) 299 SPACED 24.0" O.C. 2- 3=(-3345) 1280 10.11=) -749) 2567 10- 4=(-182) 615 BC: 2x4 KDDF StANDR 3- 4=(-3184) 1317 11.12=( -413) 1876 4-11=(-746) 536 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-2473) 1183 12-13=( -791) 2399 11- 5=(-406) 1050 TC LATERAL SUPPORT <= 12"OC. 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 BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 625) 44'- 0.0" -341/ 2026V -262/ 262H 0/ OH 5.50" 3.24 KDOF ( 625) ICOND. 2: Design checked for net(-5 oaf) 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 = -0.018" @ -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" MAX HORIZ. TL DEFL = 0.139" @ 43'- 6.5" 21-11-15 22-00-01 f f '( 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 Design conforms to main windforce-resisting 12 M-4x6 '' 6.00 system and components and cladding criteria. 6.00 4.0" Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �t load duration factor=l.6, M-5x8(S) !` M•5X8(S) inuthess dplaneeoffthetruss wind loads only. 0.25" 0.25" /(e + M-1.5x3 /\10r,M-1.5x3 3 + ilei CG \ / N oZ 1 :-''" 10 1 T T MNI 1,2 13 o o M-3x8 M-3x4 0.25" 0.25 M-3x4 M-3x8\ 8 M-5x8(S) M-5x8(S) J., y y 1, 1, y , , 9-00-11 8-11-05 7-11-14 8-11-05 9-00-13 y y 44-00 1-06-12 1-06-12 y,0 P R ope JOB NAME: POLYGON PLAN 5-D NH - Cl Scale: 0.1506 ��� "N 'o WARNINGS: GENERAL NOTES,unless otherwise noted: Gt' !9 •.T-E 1-' 1.Builder and erection contractor should be advised of all General Nates 1.This design is based only upon the parameters shown and is for an individual Truss: C1 and Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibmty 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 41 2'o.c.and at 10'o.c.respectively unless braced throughout their le th by '�".. DES. BY: LJ W the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywallIC). t/ CC DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown 4.. 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. >k 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, d.. tt i 4 aN l_ design loads be applied to any component. and are for"dry condieon"of use. Q.T. Ac 6.Design assumes full bearing at all supports shown.shim or wedge If J�J 1 {� TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibilityet.for the necessary. F�RIO- 6.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 feces of truss,end placed so their center 11111111111111111111111111111111111111111 TPIIWTCA in BCSI,copies of which will furnished upon request. 9 Digits dcadlewith size joint of plate In inches. lines.. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 I 1110010101 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C -1 00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.159 ' BC: 2x4 KDDF #1&BTR 1- 3=( 4) 791 2- 9=(•-809) 30218 3- 4=(-282) 299 SPACED 24.0' O.C. WEBS: 2x4 KDDF STAND; 2- 3=(•3324) 1271 9-10=( -809) 2538 49-- 4=(-182) 616 2x4 DF STAND A 4-3- 4=(-3184) 1308 10.11=( -431) 1847 4-10=(•746) 536 LOADING 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'OC. VON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3108) 1368 11. 6=(-721) 526 BC LATERAL SUPPORT <= 12"OC. VON. TOTAL LOAD = 42.0 PSF 7- 8=(-3267) 1326 6-12=(-226) 561 OVERHANGS: 18.8' 0.0" 12- 7=(-247) 336 LL = 25 PSF Ground Snow (Pg) ** For hanger specs. - See approved plans BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -342/ 2021V -247/ 257H 5.50" 3.23 KDDF ( 625) C,CN,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 = 2.856' MAX HORIZ. LL DEFL = 0.083" @ 43'- 3.5" MAX HORIZ. TL DEFL = 0.135' @ 43'- 3.5' NOTE:Design assumes moisture content does 21-11-15 not exceed 19% at time of manufacture. 21-09-01 T f Design conforms to main windforce-resisting 7-04 7-01 7-06-15 7-06-15 7-01 7-01-02 system and components and cladding criteria. T T 2 Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 1 6.00 M-4x6 Q 6.00 load Heighton,factoosed, Cat.2, Exp.B, MWFRS(Dir), r=1.6, 4.0" Truss designed for wind loads 5 '6( in the plane of the truss only. 0.25" %%%%%% %44%%% .417x x8(S) .25" 01+ 4 M-5 + M-1.5x3 M-1,5x3 co , OPe '. \.f M-3x8 �(o o �� 9 1 12 A *+8 o o M-3x8 M-3x4 0.25" 0.25' M-3x4 0 M-5x8(S) (S) M-5 J8(S) ,, y ), y y y 9-00-11 8-11-05 7-11-14 8-11-05 8-09-13 1-06-12 43-09 y JOB NAME : POLYGON PLAN 5-D NH - C3 Scale: 0.1508 4 '''''; (1.'-'1:21,,;11F:°::.91'971!.. 5 ��'°(�./�N) �� ,� WARNINGS: GENERAL NOTES,unless otherwise noted: 4{J� t9r�2rr����w I r E * 1.Builder and erection contractor should be advised of an General Notes 1.This design Is based only upon the parameters shown and Is for an individual >7/ P E r" Truss: C3 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. 01." 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 y Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as �g '!�rr,= DATE: 9/5/2014 the overall structure is the responsibility of the buildingdesigner. plywood sheathing(TC)re shown and/or drywall C. r' W ty 9 3.2x Impact bridging or lateral bracing required where ++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON �(f SEQ. : 6051312 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. 1f� N>h TRANS I D: 407540 design loads hasbe applied to avy ec and assut. 6.Design assumand are for econdition" full ondbearing at all supports shown.Shim or wedge If r 4 2.°- P 5.CompuTrus no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 7. R I Design assumes adequate drainage Is provided. -'f'E.CS Lk.1111101111111111111 6.This design Is furnished subject to the hmtations set forth by 8.Plates shall be located on both faces of truss,and placed so their center +l t t TPINYTCA in BCS/,copies of which will be furnished upon request. Tines coincide with Joint center hoes. 9.Digits incate size MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 0.FFor basic connector plate design vf late in elues 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-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2-13=(-1956) 5870 3-13=( -154) 354 TC: 2x6 KDDF #1&BTR; 2- 3=(-6766) 2286 13-14=(-3060) 8274 13- 4=( -486) 1888 2x6 KDDF #1&BTA T2, T3 3- 4=)-6742) 2336 14.15=(-3340) 8912 13- 6=(-2804) 1328 BC: 2x6 KDDF S1ANDR LOADING 4- 5=( 0) 0 15-16=(-3048) 8220 6.14=( -92) 754 WEBS: 2x4 KDDF STAND = 25 PSF Ground Snow 0 IC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 0.0' V 4- 6=(•5996) 2126 16-12=(-1910) 5602 14- 7=( -486) 380 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LI( 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"0C. 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) 1340 794 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 43'- 9.0' V 88.100=(•58822) 21066 18.16=( ?866) 1834 NOTE: 2x4 BRACING AT 24'0C 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 TO CONC LL( 416.7)+DL) 116.7)= 533.3 LBS @ 34'- 0.0' 11-12=(-6548) 2250 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 20.0" 0.0' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0' -1150/ 3765V -104/ 113H 5.50' 6.02 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 43'- 9.0' -1095/ 3584V 0/ OH 5.50" 5.73 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ( 2 ) complete trusses required. M,M2OHS,M18HS,M16 = MiTek MT series Join together 2 ply with 3"x.131 DIA GUN 'COND. 2: Design checked for net(-5 WI 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, MAX TL CREEP DEFL = -0.005' @ -1'- 8.0" Allowed = 0.222' XX9' oc in 2 row(s) throughout 2x8 bottom chords, MAX LL DEFL = 0.269" @ 22'- 0.0' Allowed = 2.142" 9' oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.532" @ 22'- 0.0' Allowed = 2.856' MAX HORIZ. LL DEFL = 0.078" @ 43'- 3.5" MAX HORIZ. TL DEFL = 0.127' @ 43'- 3.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce•resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 9-11-11 24-00-10 9-08-11 Truss designed for wind loads 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 T533.30# T T T ',633.30# 12 12 M-7x8(S) 4 6.00 6.00 M-5x6 M-3x5 0.25" M-3x5 " M-5x6 d 19 e y 8 T3,. M-1"5x3„400 .1.°°°°°°°°°".1 + M-1,5x3 __V\/\/ M-3x8 lo r c c / 13 14 1' T1,5 16 *'12 ro 0 o /0"M-3x8 M-3x8 0.25" 0.25 M-3x8 8 M-7x8(S) M-7x8(S) 1, y y y ), y 9.03-07 8-06-04 8-04-08 8-06-04 9-00-07 y y y 1-08 43-09 �cj� ly00 PR IN Fess� Scale: 0.1499 JOB NAME: POLYGON PLAN 5-D NH - CH1 451 ` i51/ 42 -sr WARNINGS: GENERAL NOTES,unless otherwise noted: tv;' !( ,P E 7 CH1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual r. Truss: C H 1 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure staidly during construction 2.Design assumes the top and bottom chords to be laterally braced at 4 Po Z o.c.and at 10'o.c.respectively unless braced throughout their lengQth by -,/'�5p, 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++ OREGON 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 60513135.Design assumes trusses ere to be used Incnon-corrosive environment, J. ''J Nb fasteners are complete and at no time should any loads greater than 9 �//ty "7}' „Q 1�',�- design loads be applied to any component and are for"dry condition"of use. L. 1!4 f' A. 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 necessary. � '� fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. RIL 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,codes of lines de with joint center Ines. IIIIII 11111 0111 VIII VIII VIII VIII IIII IIII Mire USA,IncI/WTCA in ./CompuTrus s which Soft Iware 7.6.6(1 L)E request. late in inches. 10.For9. basic dconnector ts indicate size oplfate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 I 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 #1&BTR T2, T3 SPACED 24.0' O.C. BC: 2x6 KDDF #1&BTR 3- 3=(-3372) 1652 13-14=(-1691) 3901 13- 4=( -331) 1025 4=(-3183) 1579 14.15=(-1739) 4230 13- 6=(-1371) 647 WEBS: 2x4 KDDF STAND LOADING 4- 4- 5=( 0) 0 15-5-16=(-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 6- 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"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-4043) 1898 15- 8=( -18) 418 8-10=(-2734) 1407 8-16=(-1397) 647 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=( 0) 0 10.16=( -367) 997 10.11=(-3118) 1527 16.11=( -31) 219 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-3258) 1576 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 20.0" 0.0' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA M-1.5x4 or equal at non-structural AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) vertical members (uon). 0'- 0.0' -404/ 2034V -104/ 114H 5.50" 3.25 KDDF ( 625) 43'- 9.0' -337/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) ** For hanger specs. - See approved plans Connector plate prefix designators: ICOND. 2: Design checked for net(-5 psf) uplift at 24 "ac spacing.' C,CN,CI8,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, MWFAS(Dir), 13 03-11 load duration factor=l.6, 17-04-10 13-00-11 Truss designed for wind loads 5-01-03 4-04 3-05-09�2 09-14r 6-03.06 6-03.06 2-09-14�3-05-09 4-04 4-10-03 in the plane of the truss only. 12 5 y 6.00 p M-7x8(S) ` 12 M-5x6 M-3x5 0.25" M-3x5 M-4x6 Q 6,00 T2 \z\s\i, 13e .. M-1.5x3 M-1.5x3 + + 1 co M-3x8 a, 0 13 14 T 1,5 16 .V2 y o M- O M-3x8 3x8 0.25" 0.25' M-3x8 0 M-7x8(S) M-7x8(S) J, y y y y ) 9-03-07 8-06-04 8-04-08 8-06-04 9-00-07 1-08 43-09 PR JOB NAME : POLYGON PLAN 5-D NH - CH2 Scale: 0.1499 ��,<(, � IN F6:S10 WARNINGS: GENERAL NOTES,unless otherwise noted: 4(,r� , It. 5/*r CH2 1. 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 tt' 9 P E 1� Truss: CH2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. DES. BY: LJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 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 ,�T DATE: 9/5/2014 the overall structure is the responsibilityof the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywal C). ! !- Q 9 3.2x Impact bridging or lateral bracing required where shown++ II 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 40 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, O�1k TRANS I D: 407540 design loads be applied to any component. 6, d oassumes NNdbeedn of at all supports �(} y q �- 5.CompuTrus has no control over and assumes no responsibility for the Design0 shown.Shim or wedge if h., fabrication,handling,shipment and installation of components. necessary. A 4- ?R'f 1 1.70 S 6.This design is furnished subject to the ErWtetions set forth 7.Design assumes adequate drainage Is provided. �rT 1..4, V lith 1011 VIII VIII VIII I III VIII IIII IIII by 8.Plates shall be located on both faces of truss,and placed so their center TPINJfCA in BCSI,copies of which will be famished upon request. lines coincide with joint center foes. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.FForr9. ibasic connectorplplate design values see ESR-1311,ESR-1688 (MiTek) EXPI R ES:12/31/2015 IUIIIIIIIIIII 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 M16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2.13=(-1067) 2889 3-13=(-152) 199 SPACED 24.0' O.C. 2- 3=(-3317) 1286 13-14=1 -914) 2657 13- 4=( -33) 359 BC: 2x4 KDDF STAND3- 4=(-3114) 1250 14-15=( -700) 2439 4-14=(-524) 357 WEBS: 2x4 KDDF STAND; LOADING 4- 5=(-2567) 1138 15.16=) -700) 2439 14- 5=(-276) 797 2x4 DF STAND A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 16-17=( -882) 2558 14- 7=(-435) 182 5- 7=(-2228) 1099 17-12=(-1021) 2712 15- 7=( 0) 274 4 TO LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 7- 9=(-2213) 1074 7-16=(-457) 180 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 8- 9=( 0) 0 9.16=(-285) 791 LL = 25 PSF Ground Snow (Pg) 9.10=(-2551) 1111 16.10=(-489) 344 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10.11=(-3039) 1229 10-17=( -77) 318 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-3218) 1283 17.11=( -79) 251 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 20.0' 0.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0' -321/ 2034V -182/ 191H 5.50' 3.25 KDDF ( 625) 43'- 9.0" -251/ 1837V 0/ OH 5.50' 2.94 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc [COND. 2: Design checked for netj-5 Dsfl uplift at 24 "oc spacing. M,M2OHS,M18HS,M16 = MiTek MT series 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. TL 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 system and components and cladding criteria. 5-02-03 0-04 08 5.04-05 5-05-11 5.04-06 T T ,f T TT f ' T Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-07-06 5-05-115-04-05 0-0 08 5-02-03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ff load duration factor=1.6, ss ned or ind 1212 M-4x6 6.00 inuthe dplaneeoffthe wtruss oonly. 6.00ads M-5x6(5) M-3x8 M 4x6 Q M-5x6(S) 0.25"000• 0.25" 0 M-1.5x3 + + M-1.5x3 M M-3x10 0 e 1 A *� v 4 T T 1,6 17 *q2 o /M-3x8 M-3x4 13 10.25" M-1.5x31 0.25 M-3x4 O M-5x8(S) M-5x8(S) 1, J, /, 1, ), J. ,/ J, y 8-04-03 7-09-04 5-10-09 5-10-09 7-09-04 8-01-03 y 1-08 43-09 WEDGE REQUIRED AT HEEL(S). P Rn Scale: 0.1483kv. 3- , INE. ass/� JOB NAME: POLYGON PLAN 5-D NH - CH3 �f�Ir�511pi WARNINGS: GENERAL NOTES,unless otherwise noted: �' !7G S If E 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 r�I/'f Truss: CH3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. /' 3.Additional temporary bracingto Insure stabil during construction 2.Design assumes the top and bottom chords to be laterally braced at 4� Pil rY stability 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /tae . DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '-111 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++ OREGON ((f 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. SEQ. : 6051315 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. �Y 1 4 �N i_ A. design loads be applied to any component. and are for"dry condieon"of use. T' TRANS I D: 4 07 540 5.CompuTrus has no control over and assumes no responsibility for the 6 Dnesig a ssu es NII beefing at all supports shown.Shim or wedge if �y �� fabrication,handling,shipment and Installation of components. ry. lilt Ft A%`L 7.Design assumes adequate drainage Is provided. 6.This design Is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center _ lines de with joint center Ines. IIIIII VIII VIII HMI VIII VIII IIII IIII Mire USA,Inc./CompuTrus INVTCA in SCSI,copies of (Software 7.6.6(1 L)E request. late in Inches. 10.FForrlbasic oot nectorsize of plate design values see ESR-1 311,ESR-1988(MITeI� EXPIRES:1 2131 1201 5 IIIIII IIIIIII 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 #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-14=(-1262) 2926 3-14=(-151) 184 BC: 2x4 KDDF #1&BTR SPACED 24.0' 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. VON. 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 VON. 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 (son). LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -444/ 2038V -198/ 198H 5.50" 3.26 KDDF ( 625) Connector plate prefix designators: 44'- 0.0' -444/ 2038V 0/ OH 5.50" 3.26 KDDF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ( 625) M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Desitin 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' f NOTE:Design assumes moisture content does 5-07-06 5-02-03 5-05-11 3-03-09 2-05-042-05-04 3-03-09 5-05-11 5-02-03 5-07-06 not exceed 19% at time of manufacture. T '1 T 1' T T T T T T 1' 12 6 8 12 Design conforms to main windforce-resisting 6.00 4 6.00 system and components and cladding criteria. M-4x6M-3x8 = M-4x6 7 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. A /.11001..... M-1.5x34 +;. + / Mx31.5x3 1 \\. . elr c IM-3x8 M 3x4 16.25" M-1�5x3 0.25)7 M 3x4 M-3x8 W\3 o M-5x8(S) M-5x8(S) ., y y 1, y ), J, J, 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 PROF JOB NAME : POLYGON PLAN 5-D NH - CH4 Scale: 0.1623 `c.� .A INE•t, sso WARNINGS: GENERAL NOTES,unless otherwise noted: �✓ ' ��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 .92SPE 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 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 2'o.c.end at 10'o.c.respectively unless braced throughout their length by t♦r po dY permanent bracing of continuous sheathing such as plywood sheathing(FC)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++ 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. OREGON SEQ. : ' 6051316 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G ql ,, ` i�� design loads be applied to any component. and are for"dry condition"of use. <) 4)' 1 4 2 . - TRAN S I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if 1i., nfabrication,handling,shipment and installation of components. Decessary. provided. M"`•a H).L- 6.This design is furnished subject to the imitations set forth by 8.Plates shall be locatumes ed one both drainage cesi of trss,and placed so their center IIIIII II II INV Hill VIII VIII IIII IIII TPI/WTCA 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./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXP)RES:.12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF q1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2.3=(-71) 97 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 SO.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 ICOND. 2: Design checked for net(-5 nsf) 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 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" T l' MAX BC PANEL LL DEFL = 0.006" @ 2'- 8.6" Allowed = 0.254' MAX BC PANEL TL DEFL = -0.019" @ 3'- 3.8" Allowed = 0.339' MAX HORIZ. LL DEFL = -0.000' @ 1'- 1.3" MAX HORIZ. TL DEFL = 0.000' @ 1'- 1.3" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. -v Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=1.6, co Truss designed for wind loads 10.00 �i o v in the plane of the truss only. t 0 ^/ r c. c. o/- ►Z� ►��4 1 M-3x4 y y y 1-00 PROVIDE FULL BEARING:Jts:2.3.41 6-00 �`�Q`t0 PROs JOB NAME: POLYGON PLAN 5-D NH - CJ1 Scale: 0,69545 `cl 5�1 ' r 1- WARNINGS: GENERAL NOTES,unless otherwise noted: 4t' •92 e m r 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 and Warnings before construction commences. building component Applicability of design parameters and proper f Truss: CJ 1 Incorporation of component is the responsibility of the building designer. 2.204 compression web bracing must be installed where shown+, 2 Design assumes the top and bottom chords to be laterally braced at yrs 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �isrr,. DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(6C). "-.$ C DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+* OREGON IC/ SEQ. : 6051317 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. tx fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. �i TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6'Design aromas full beating at as supports shown.Shim or wedge If `fid 7 1`� fit* fabrication,handling,shipment and installation of components. ry. p R t i P Po 7.Design assumes adequate drainage is provided. rl fl 1Y- 6.This design is furnished subject to the IMtatlons set forth by 8.Plates shall be located on both faces of truss,end placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPIM/fCA In BCSI,copies of which co a be furnished upon request. lines coincide with joint lines.Di 9.Digits indicate size o1f pplate in inches. �+ MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXP)RES;12/31/2015 1011 01111 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=(•60) 58 TC LATERALiSUPPORT <= 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 OVERHANGS: 12.0" 0.0' DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 303V -27/ 91H 5.50' 0.49 KDDF ( 625) Connector, 2'- 3.6' -124/ 112V 0/ OH 1.50" 0.18 KDDF ( 625) plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 50V 0/ OH 5.50' 0.08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. ICOND. 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 LL DEFL = -0.003' @ -1'- 0.0" Allowed = 0.100" .� MAX TL CREEP DEFL = -0.003' @ -1'• 0.0' Allowed = 0.133" 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 V 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 0 system and components and cladding criteria. Wind: 140 mph, h=20.2ft, 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 N in the plane of the truss only. co/- ° PLIIIIIIIIIIIIIIIMIMIMMIIIIMMIMIIIII CD M-3x4 y y y 1-00 (PROVIDE FULL BEARING:Jts:2,3,41 6-00 �� PRO JOB NAME : POLYGON PLAN 5-D NH - CJ2 Sale: 0.6704 .o' 1,0IyNEpt,, sy?, WARNINGS: GENERAL NOTES,unless otherwise noted: 4LI� v I i✓/! 1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual T92,..} E { Truss: CJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+• Incorporation of component is the responsibility of the building designer. 1/ DES. BY LJ 3.is the responsibility Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at .. o.c.respectively unless braced throughout their length pons of the erector.Additional permanent bracing of 2'ocand at 10' g by , DATE: 9/5/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC. Po dY 9 3. Impact bridging or lateral bracing where shown++ -0 ft SC'/1 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. -� OREGON (� E.Q. : 6051318 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 1* '1I,� Q\>k TRANS I D: 407540 design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if © 1 4 �V, fabrication,handling,shipment and installation of components. necessary. provided.is 6.This design is furnished subject to the Imitations set forth by 8.Platesnshall bbee loc es nd on both faces of r ,ad placed so their center n y t"`" IIIIII VIII VIII VIII VIII VIII VIII IIII IIII1TPI/WTCA in BCSI,copies of M e USA,Inc./CompuTrusISo Software 7.6.6(1 L)E ch will be furnished upon request. 10.Folinr basic connectors coincide with joint plate design values see ESR-1311,ESR-1988(MiTek) 9. center Ines. Digits indicate size of plate in inches. 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 N18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.5=(-49) 63 3-5=( 0) 76 BC: 2x4 KODF N16BTR SPACED 24.0' 0.C. 2.3=(-118) 14 5-6=(-30) 95 3.6=(-99) 31 3.4=( -17) 31 WEBS: 2x4 KDDF STAND; LOADING 2x4 DF STAND A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12'OC. VON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -44/ 292V -27/ 91H 5.50' 0.47 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 3.6" -125/ 77V 0/ OH 1.50" 0.12 KDDF ( 625) OVERHANGS: 12.0" 0.0' 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.I BOTTOM CHORD CHECKED FOR IOPSF 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" 2-04-06 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 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 = 0.118' 10.00 V MAX BC PANEL TL DEFL = -0.006" @ 3'- 9.0' Allowed = 0.140" MAX HORIZ. LL DEFL = 0.001' @ 5'- 3.3' -/ MAX HORIZ. TL DEFL = 0.001" @ 5'- 3.3" M-3x4 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. (� '- Design conforms to main windforce-resisting �O r system and components and cladding criteria. &11 o Wind: 140 mph, h=20.2ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x5 load duration factor=l.8, P� Truss designed for wind loads M �', l� in the plane of the truss only. r� ��5 6 o �� M-1. 5x3 o� NEMO M-5x6 ee2X WEDGE W/(2) M-2.5X4 TYP. - 2.75 12 y y J, y 2-05-08 2-09-13 0-08-11 I 1, I I 1-00 2-05-08 6.00 3-06-08 (PROVIDE FULL BEARING:Jts:2,4,61 AO PR Orr. JOB NAME : POLYGON PLAN 5-D NH - CJ2C Scale: 0.5669 l. 44� 115%1c °9 WARNINGS: GENERAL NOTES,unless otherwise noted: 0' !C 'P E 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 Truss CJ 2C and Warnings before construction commences. building component.Applicability of design parameters and proper Ae, 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracingto insure stab duringconstruction 2.Design assumes the top and bottom chords to be laterally braced at Po ry MY2'o.c.and at 10'o.c.respectively unless braced throughout their le th by -,/�+ Ale,- DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall C). I/ cc DAT E: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON (( �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. �i SEW. : 6051319 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, j�Qg_7 1 a0N �Y design loads be applied to any component, and are for"dry condition"of use. 2 6.Design assumes full bearing at all supports shown.Shim or wedge if �!�. 1 V TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the necessary. 41C}� `S L. fabrication,handling,shipment end 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 IN VIII VIII 11111 VIII 11111 VIII IIII IIII TI/WTCA in BCI,copies of whch will be furnished upon MiTPe USA,lnCs/CompuT 9ISoftware 7.6.6(1 L)-Z request. 10. ate in inches. IFForr bas cicoo connector pldcate size ofate design values see ESR-1311,ESR-1988(MiTek) 9.Digits EXPIRES:12/31/20 5 111 1141 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/ODF/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 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' -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,CI8,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 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 LL DEFL = 0.000' @ 0'- 0.0" Allowed = 0.099' 3-06-13 MAX TL CREEP DEFL = 0.000' @ 0'- 0.0" Allowed = 0.132" T T MAX TC PANEL LL DEFL = 0.017" @ 1'- 11.8" Allowed = 0.270" MAX BC PANEL TL DEFL = -0.032" @ 3'- 1.4" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 6.1" 10.00 V -, 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, 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. c%) co v 0 o� ►� ►�4 M-3x4 1-00 !PROVIDE FULL BEARING:Jts:2.3,4J 6-00 �R, 0 PR OPE- JOB NAME: POLYGON PLAN 5-D NH - CJ3 Scale: 0.5917 �+�,�5< f1(N1y7}p+ `'Si WARNINGS: GENERAL v 5I GENERAL NOTES,unless otherwise noted: A rr��„f-G p c i,,; Sr 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 >9G ,, Tr ii ss: CJ3 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 stabiity during construction 2.Design assumes the top and bottom chords to be laterally braced et DES. BY: LJ 2'o.c.end at 10'o.c.such a plywood unless braced and/or their length by OAP" is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as (9 `'�,` sheathing(TC)iredwhere own.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++ ill `,, 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 W' SEQ. : 6051320 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4* V A design loads be applied to any component. and are for"dry condition"bearingof use. �jy, '7}f 14 24� .�., TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull et all supports shown.Shim or wedge If V ��1 fabrication,handling,shipment and installation of components. necessary. e Is p /� Ii t l.� 6.This design is furnished subject to the imitations set forth by 8.PlaDetes shall be locatedn assumes gon both faces of truss,and placed so their center n BCSI,copies of whch wil be furnished upon lines (IIIII IIIIIIII IIIII IIIII IIIII IIIII IIIIIIIIMIT'Tpe SA`,Inc./CompuTrus(SoftIWBre 7.6.6(1 L)E request. 1p For asicconnectoroplate design values see ESR-1311,ESR-1988(MiTek) de with jint center Ines. 9.Digits indicate size of plate in inches. 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 2-6=(-52) 89 6-5=( 0) 18 BC: 2x4 KbDF #1&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 IC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0° 0'- 0.0" -41/ 343V -40/ 122H 5.50" 0.55 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 6.1' -100/ 69V 0/ OH 1.50" 0.11 KDDF ( 625) Connector plate prefix designators: 6'- 0.0' 0/ 92V 0/ OH 5.50' 0.15 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND, 2: Design checked for net(-5 Dsf) 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 I 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 I/ Design conforms to main windforce-resisting system and components and cladding criteria. M-4x6 I Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 4�in the plane of the truss only. N 4 coO f CD m o M-1.5x3 ' =i 6 0 0 M-3x4M-3x4 M-3x4 ), y y 2-03-12 3-08-04 ,1 y ), y 1-00 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING:Jts:2.4,7' ��„A,p PRQj JOB NAME : POLYGON PLAN 5-D NH - CJ3C Scale: 0.4986 a ,`4451 IIN �1 /� WARNINGS: GENERAL NOTES,unless upon otherwise noted: ,� .92 s P E1.�' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual Truss CJ3C and Warnings before construction commences. building component.Applicability of design parameters and proper y 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 stabiity during construction 2.Design assumes the top and bottom chords to be laterally braced at4091.1114. "illf DES. BY: LJ Is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their len th by /.mow. , po Pe continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). It DATE: 9/5/2014 the overall structure la the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON t,, SE /1 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. ^V S E Q. : 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, L7 4Y 4\b and are for"dry condition"of use. //v�,, 2 1� design loads be applied to any component. V 14 . TRANS I D: 407540 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 1111 8, nesessary. `✓J�.''b 1.4~ V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. rl 8.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111 VIII VIII VIII 111111111111(III(IIITPINVTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center knee. 9.Digits indicate size offpplatetein Inches. , MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Weld EXPIRES:12/31/20 15` 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&BTA LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 1.2=( 0) 72 2-4=(0) 0 2-3=(-109) 95 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 SRO AREA OVERHANGS: 12.0' 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -24/ 369V -53/ 153H 5.50" 0.59 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow P 4'- 8.4' -118/ 148V 0/ OH 1.50' 0.24 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ( 91 6'- 0.0" 0/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) 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.' BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.003' @ -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' 4-09-03 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.039' MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.052" T 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" 10.00 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=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o^ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads v in the plane of the truss only. 0 o/- o ► -f WELSO4 M-3x4 1, J, y 1-00 6-00 'PROVIDE FULL BEARING:Jts:2,3,4' R JOB NAME : POLYGON PLAN 5-D NH - CJ4 Scale: 0.5377 `CJ�� � P� J�Tjfi�}s`'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 end is for an Individual �' ;C�2••P E �f' Truss: CJ 4 and Warnings before construction commences. building component.Applicability of design parameters and proper /-ter 2.2x4 compression web bracing must be installed where shown+• incorporation of component is the responsibility of the building designer. DES. BY: LJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �ammr is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,r - ,� " DATE: 9/5/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / rip nY 9 3.2x Impact bridging or lateral bracing required where shown++ 10 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. -17 OREGONt � �), SEQ. : 6051322 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, '7 i \ `V TRANS I D: 407540 design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 0 14 V 0- fabrication,handling,shipment and installation of components. necessary. �y S' 7,Dasign assumes adequate drainage Is provided. MFS p`_f. V IIIIII VIII VIII VIII VIII VIII VIII IIII IIII 6.This design is furnished subject to the Irritations set forth by e.Plates shall be located on bath faces truss,and placed so their center rl!-5 t TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center Anes. 9.Digits indicate size of MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 0.For basic connector platetdesign ve In alues see ESR-1311,ESR-1988(MITel0 EXPIRES:12/31/2015 This design prepared from computer input by IIIIIIIIIIIIII 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 3.4=( -59) 46 3-7=(-184) 135 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+OL( 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 LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) TOTAL LOAD 42.0 PSF 0'- 0.0' -30/ 375V -53/ 153H 5.50' 0.60 KDDF ( 625) OVERHANGS: 12.0" 0.0' 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 ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133" MAX LL DEFL = 0.005' @ 2'- 3.8" Allowed = 0.209' MAX TL CREEP DEFL = -0.007' @ 2'- 3.8' Allowed = 0.279' MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.039" MAX TL CREEP DEFL = 0.000' @ 0'. 0.0' Allowed = 0.051' 4-09-04I I MAX HORIZ. LL DEFL = -0.007' @ 5'- 7.5' MAX HORIZ. TL DEFL = 0.007' @ 5'- 7.5" NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.00 V fi ij Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6oad duration factor=1.6, Truss designed for wind loads M in the plane of the truss only. �� iiiiiw iii...... t'.) r °D ►�7 -> 7/- , v Pli M-3x4 it. M-1.5x3 o, W 6 0 M-3x4 M-3x4 1' y /' 2-03-12 3-08-04 1' 1' 1' 1' 1-00 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING:Jts:2.4,71 JOB NAME : POLYGON PLAN 5-D NH - CJ4C Sale: 0.4610 v7 5 r �'°q WARNINGS: GENERAL NOTES,unless otherwise noted: �' !"92.® r1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: CJ 4C // and2Warnings before construction commences. building component.Applicability of design parameters and proper .2x4 compressionweb bracing must be installed where shown+. Incorporation of component is the responsibiity of the building designer. 2.Design assumes the top and bottom chords to be laterally braced at ,�' " 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c,resperArvely unless braced throughout their length by ,,,+*•,le,- DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ QRECiON �<t/ -57 "if TRANS I D: 407540 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. SEQ. : 6051323 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, /�yq 14 2()� design bads be applied to any component and are for"dry condition"of use. V 6.Design assumes full bearing at all supports shown.Shim or wedge ifill ' 5.CompuTrus has no control over and assumes no responsibility for the necessary. F? `l 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 ines e with joint center fines. 1111111 VIII VIII 11111 VIII VIII 11111111 IIII MTek USA,lnCCA in JCOfnpuTf which IS will be b+7.6:(1 L)-E nished upon request 15 lFFDigits sic connectordoplate design values see ESR-1311,ESR-1988(MiTek) size EXPIRES.12/3112015 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=(-137) 115 IC 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 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' -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: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 5'- 11.6" -107/ 168V 0/ OH 1.50' 0.27 KDDF ( 625) 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 Donuplift at 24 "oc &pacing.) 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 TO 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, 0 Truss designed for wind loads o in the plane of the truss only. 4 0 a) 0 • r,- 0 o/- o 110- 4�1 M-3x4 y y y 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,4,3J JOB NAME : POLYGON PLAN 5-D NH - CJ5 Scale: 0.4621 +*GJ� 0'&G/v, DP� yyF,fiQ6:2 WARNINGS: GENERAL NOTES,unless otherwise noted: �Lt� 'ppp+✓�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 IndividualIt. ± 11 r L 1'� Truss: CJ 5 and Wamings 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 et ��w DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r t/ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(rC)and/or drywall(BC). «+^ ` � DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ jr 4.No load should be applied to any component until after of bracing and 4.Installation of truss is the responsibility of the respective contractor. ^J 4 OREGON (V SEQ. : 60513 24 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- tj 2P 4- 6 A, TRANS I D: 407540 design loads be applied to any component and are for"dry condition"of use. t 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if O 1 4 b fabrication,handling,shipment and installation of components. DesignDesassessary. A.���� �4 8.This design is furnished subject to the limitations set forth 7. laesassumes adequatedodrainage is truss,and ��T 111111111111111111 VP by 8.Plates shall be located on both faces of truss, placed so their center TPINVECA In BCS(,copies of which wig be furnished upon request. lines coincide with Joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.6(1 L)-E 10.Forrib sicicate size connectorplf atete in Inches. design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF R1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.6=(-150) 175 6.5=) 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=1- 572.3=( 257) 66 5.7=(-195) 224 5.3=5-3=(-240) 251 1 WEBS: 2x4 KDDF STAND 16 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 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 KDDF ( 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 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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133" MAX LL DEFL = 0.008' @ 2'- 3.8' Allowed = 0.254" MAX TL CREEP DEFL = -0.009' @ 2'- 3.8' Allowed = 0.339' MAX HORIZ. LL DEFL = -0.010' @ 5'- 7.5' 5-11-10 MAX HORIZ. TL DEFL = 0.010' @ 5'- 7.5" T f 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. 12 10.00 V Wind: (AllmHeights),7Enclosed,4Cat.2, Exp.B,ASCE MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-4x6 4 460161.._ C) 88 -; �� ��1W M-3x4 c o� M-1.5x3 ►� 8 O c M-3x4 M-3x4 y y 1, 2-03-12 3-08-04 y 1, J, y 1-00 2-05-08 6-00 3-06-08 )PROVIDE FULL BEARING:Jts:2,7,41 <�ii't0 R R Opp61P Scale: 0.4046 `` ' JOB NAME : POLYGON PLAN 5-D NH - CJ5C � k, ti7111 `' x- 67 WARNINGS: GENERAL NOTES,unless otherwise noted: 4t' T.g ` 1 E 1-- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for en individualTruss: CJ 5C 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 stabiN during construction 2.Design assumes the top end bottom chords to be laterally braced at 46 ryty 9 2'o.c.and at 10'o.c.respectively unless braced throughout their lennggtthh ,,,f.w DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andfor d ywall(BC). .nm+ 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 to 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6 0513 25 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, s, design loads be applied to any component end are for"dry condillon"of use. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the e•Dareassumes full bearing at all supports shown.Shim or wedge If /� 1ill ' r4y n P fabrication,handling,shipment and installation of components. 7.Design necessary.assumes adequate drainage is provided. "•R R 11.�- 6.This design is furnished subject to the Imitations set forth by B.Plates shall be located on both feces of truss,and placed so their center 11111111111111111 TPI kU Ain BCSI,copies of which will be furnished upon request. 9.linescoincide iidicate sizejof plate Inoint riliichss. MITBk USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXP)RES:12/31/2015 r IIIIII11111II 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 N1$BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF li1$BTR SPACED 24.0" O.C. 1-2=( 0) 72 2.5=(0) 0 2.3=(-217) 192 3-4=(-115) 66 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 12.0' 0.0" 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) Connector plate prefix designators: 0'- 0.0' -24/ 377V -79/ 216H 5.50' 0.60 KDDF ( 625) Connect8,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 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" -242/ 398V 0/ OH 1.50' 0.51 KDDF ( 625) 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 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) 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 = 0.074' @ 2'- 9.2" Allowed = 0.481' �j MAX TC PANEL TL DEFL = -0.073" @ 2'- 11.9' Allowed = 0.722' MAX HORIZ. LL DEFL = -0.003' @ 5'- 11.2" 12 MAX HORIZ. TL DEFL = -0.003" @ 5'- 11.2' 10.00 V ), does notEexceedn19%s ates timelofure manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. co 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), a load duration factor=1.6, o Truss designed for wind loads e� in the plane of the truss only. M c oA- o �� 5�� M-3x4 y y y y 1-00 6-00 1-02 'PROVIDE FULL BEARING:Jts:2.5.3.41 JOB NAME : POLYGON PLAN 5-D NH - CJ6 Scale: 0.4578 �5��"1.1/5//r �0 �NRgA��`�'�"i WARNINGS: GENERAL NOTES,unless otherwise noted: 4J� w( //// / �+ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual ' _92 ,P T r it S S: CJ 6 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 responsibiity of the building designer. A/' DES. BY: LJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at " 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 ,� " DATE: 9/5/2014 the overall structure Is the res ons bifi of the buildingdesigner. continuous sheathing such as plywoodrequired sheathing(TC)eshown end/or drywall(BC). ! P ty g 3.2x Impact bridging or lateral bracing where shown++ 4 /� 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -' p (OREGON /, S E Q loads greater than 5.Design assumes trusses are to be used in a noncorrosNe environment, . _q y 2��a ,4,. TRANS I D: 407540 design loads be applied to any component. and are for"dry condition"of use. • 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full beating at all supports shown.Shim or wedge if 14 Pi' fabrication,handling,shipment and installation of components. necessary. A �y 6.This design is furnished subject to the imitations set forth 7.Designlaes shall assumes adequate on ne drainagecis truss,a. -"'+l p y t f�, TPINYTCA in BCS',copies of which will be furnished upon quest. 8.linesPcoincide with joint center Ih nes. of trues,and placed so their center +l R b 1111111111111111111 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 19.Digits 0.For basic iconnectorplatetdesign values see ESR-1311,ESR-1988(Wok) EXPIRES:12/31/2015 This design prepared from computer input by IIIIIIIIIIIIII PACIFIC LUMBER-BC IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER: SPECIFICATIONSKDDTRUSS SPAN E'- 2.1" 1.2=( 0) 72 2-7=(-114) 160 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE. " O.C.= 1.15 2.3=(-236) 46 6.8=(-149) 206 6-3c( 0) 51 BC: 2x4 KDDF S1ANTR SPACED 24.0" O 3.4=(-165) 126 3.8=(-229) 165 WEBS: 2x4 KDDF STAND LOADING 4.5=( -62) 26 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) OVERHANGS: 12.0' 0.0" 0'- 0.0" -29/ 387V -80/ 217H 5.50' 0.62 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 7.5' -16/ 131V 0/ OH 5.50' 0.21 KDDF ( 625) Connector plate prefix designators:= Com5'- 11.2" -147/ 230V 0/ OH 1.50' 0.29 KDDF ( 625) M,M2OHS,M18HS,M16 ( = prefix)iTk = riesuTrus, Inc RIQIIRD STORAGE DOES NOT APPLY DUE TO THE SPATIALI7'- 2.1" -18/ 11V 0/ OH 1.50" 0.02 KDDF ( 625) = MiTek MT series AEQUTAEMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net1-5 Dafl uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX LL DEFL = 0.006" @ 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" 7-02-01 T MAX HORIZ. TL DEFL = 0.009' @ 5'- 7.5" T NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 1+ 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, ;i (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. u1 12 M-4x6 10.0o V At CO M 3x4ApiB �o - 6'= v tiitttttt�liiiiiiiiiiiii�l�amm M-3x4 M-1,5x3 -,,o c".41.' M-3x4 y y 2-03-12 3-08-04 ,. ), y 1-00 k 2-05-08 4 08 09 y y 6-00 1-02-01 (PROVIDE FULL BEARING:Jts:2.8,4.51 ."0 PROF? JOB NAME : POLYGON PLAN 5-D NH - CJ6C Scale: 0,3413 1 451 71511p °�� WARNINGS: GENERAL NOTES,unless otherwise noted: !"CMZ •r E C' 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 Truss: CJ6C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2c4 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 DES. BY: LJ Is the responsibility of the erector.Additionalpermanent bracingof T and at 10'hieo.csuch ely unless braced throughout their lenggth by -" - - fy, continuous sheathing such as plywood sheathing(TC)and/or drywall(6C). *a. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ OREGON �(/j 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. SEQ. : 6051327 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 67 "? 14 (�N design loads be applied to any component. and are for"dry condition"of use. 6.Design assumes lull bearing at all supports shown.Shim or wedge if t TRANS I D: 407540 5.C sign loads has no control over and assumes no responsibility for the necessary. PRIO.' L 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 - 111111111111111111111 TPIIWUCA in BCSI,./ copies r s h will +7ished upon request. 9.0 lines is coincide with jointe plate center rin values q Cc 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:1:2/31/201.5 1E1 'IIIIII 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 2.5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-266) 237 3.4=( -90) 38 IC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -93/ 249H 5.50" 0.61 KDOF ( 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,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 4.4" -14/ 22V 0/ OH 1.50' 0.03 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.1 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 in-o!.. .! -1'- 0.0" Allowed = 0.133'MAX TCPELLDEFL = 0.12'- 11.7" Allowed = 0.481"/I() MAX TC PEL TL DEFL = 0.12'- 11.7" Allowed = 0.722"MAX HORIZ. LL L = -0.003' @ 8'- 3.7" MAX HORIZ. TL L = -0.003" @ 8'- 3.7" NOTE: in assumes moisture content doesnote19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o co load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. p M �� -,0 . J, y i, 1-00 6-00 2-04-07 'PROVIDE FULL BEARING;Jts:2,5,3,4J �R p PRQ,r ., JOB NAME : POLYGON PLAN 5-D NH - CJ7 5� t�;(N;t ss Scale: D.4,29 5` '7/5// d WARNINGS: GENERAL NOTES,unless otherwise noted: �� oc- `71,;,, 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 *r G Truss: CJ7 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 responsibilty of the building designer. 1 bra•" 3.Additional temporary bracing to Insure stabiity during construction 2•Design assumes the top and bottom chords to be laterally braced Cl ,fir DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r " #mr continuous sheathing such as plywood sheathing(TC)e 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++ ) eC 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: OREGON 1.0 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, ' Al r fi. design loads be applied to any component. and are for"dry condition"of use. /6 '7 14 rLQ � . TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII beefing at all supports shown.Shim or wedge if on . FiRIL 6. fabrication, design is furnished subject tpment o the Irritations f set forth bybi 8.Platesshallbe locateassumes d uoneboth facees of rruss,,and placed so their center necessary. 111u I IIIIII II I ILII VIII VIII VIII I'I'I III(IIITPI/WTCA in BCS',copies of which will be furnished upon request, lines coincide with joint center Anes. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 4,4" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF k18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-7=(-115) 164 7.6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-235) 82 6-8=(-149) 211 6.3=( 0) 51 WEBS: 2x4 KDDF STAND 3-4=(-216) 173 3.8=(-234) 166 LOADING 4-5=( -68) 31 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 12.0" 0.0' 0'- 0.0" -29/ 386V -93/ 249H 5.50" 0.62 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: 5'- 7.5' -19/ 131V 0/ OH 5.50' 0.21 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2' -158/ 243V 0/ OH 1.50" 0.31 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 8'- 4.4" -34/ 53V 0/ OH 1.50" 0.08 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for nett-5 psfl uplift at 24 "oc spacing.' ANO 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" T f 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=22.7ft, TCDL=4,2,BCDL=6.0, ASCE 7.101 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 10.00 V load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. m M-4x6 in ._ Ap....., o n�m M-1.5x3 o M"'5 7 M-3x' O M-3x4 ; y y 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 ,<(,',t0 PROFesd, JOB NAME: POLYGON PLAN 5-D NH - CJ7C Scale: 0.3027 , I15//7" �4 WARNINGS: GENERAL NOTES,unless otherwise noted: (�- �P t-�"' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 92. CJ7C and Warnings before construction commences. building component.Applicability of design parameters and proper T r u s S: Incorporation of component is the responsibility of the building designer. 2.2x4 compression web bredng 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 construction 2'o.c.and at 10'o.c.respectively unless braced throughout their le ih by ,,.+� n 4510POP DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalllC). -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++ OREGON ((/� SEQ. : 6051329 4.No bad should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. 7 b fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, L, -if ZOO �A" design loads be applied to any component. and are for"dry condition"of use. 4 14 t�, TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6•Decearassumes full bearing at all supports shown.Shim or wedge if �` p4 i{ A fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. `P fl I L 6.This design is furnished subject to the Nmitatlons set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111 TPIIWTCA in BCSI,copies of which will be furnished upon request. 9.Digits indicate sizde ejoint plate in inches. lines.. o • 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 10111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.9' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-319) 286 IC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4=(-102) 45 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 SO.IN. (SPECIES) Connector,plate prefix designators: 0'- 0.0' -23/ 376V -107/ 284H 5.50' 0.60 KDDF ( 625) Connec 8,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) M,M20HS,M18HS,(Or = MiTekprMT series 5'- 11.2' -250/ 379V 0/ OH 1.50" 0.48 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 6.9" -53/ 77V 0/ OH 1.50' 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. • BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS; LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -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" j1 MAX TC PANEL TL DEFL = -0.075" @ 3'- 2.4" Allowed = 0.722' MAX HOAIZ. LL DEFL -0.004" @ 9'- 6.1" MAX HORIZ. TL DEFL :19: -0.004" @ 9'- 6.1" NOTE:Design assumes moisture content does 12 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=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, y (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. 0 00 co 0 M-3x4 )' )' )' )' 1-00 6-00 3-06-14 'PROVIDE FULL BEARING;Jts:2,5.3,4' JOB NAME : POLYGON PLAN 5-D NH - CJ8 < '"�� P E t9ts` Scale: 0.3715 �J )Nytr7,`� /� WARNINGS: GENERAL NOTES,unless otherwise noted: '4�\ v /�r *57 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Ct. R 'P 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 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 by41111. 4611SW 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++ w 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. -7OREGON 4/ S E rs are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, j �� TRANS I D: 407540design loads be applied to any component. 6.aand are for dive fulldbeerin fat all supports 5.CompuTrus has no control over and assumes no responsibility for theDesigng shown.Shim or wedge if Q 14 ZQON± fabrication,handling,shipment and installation of components. 7.nesnessary.assumes gs p d� �141 LA 6.This design is furnished subject to the limitations set forth by 8.Plateis shall be locateduonedrainage i both faces of truss,and placed so their center `V/ ch int IIIIII VIII VIII VIII VIII VIII VIII IIII IIIIMTe I/WTCA SA InCs/CompUTrus I,copies of ISoftIware 7.6.6(1 L)-E l be furnished upon request. 10 tines r basic coonnectoroplate design values see ESR-1311,ESR-1988(MiTek) center lines. 9.Digits indicate size of plate in inches. 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 918BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-6=(0) 0 BC: 2x4 KDDF g1&BTR SPACED 24.0' O.C. 04 3-4=1-142) 357 TC LATERAL SUPPORT <= 12'0C. 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 SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -22/ 376V -117/ 331H 5.50" 0.60 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 68V 0/ OH 5.50' 0.11 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2' -258/ 391V 0/ OH 1.50' 0.50 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10'- 0.0' -129/ 191V 0/ OH 1.50" 0.24 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP ICOND, 2: Design checked for net(-5 ssfl uplift at 24 "oc spacina.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 5 -/ 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' GI 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' 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=23.7ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 load duration factor=l.6, o Truss designed for wind loads in the plane of the truss only. c, v o M-3x4 ) , y 1, 1-00 6-00 4-09-04 (PROVIDE FULL BEARING:Jts:2,6,3,41 00 PRQQe�� JOB NAME: POLYGON PLAN 5-D NH - CJ9 Scale: 0.3424 f,Cos 9 4., Scale: WARNINGS: GENERAL NOTES,unless otherwise noted: Q' 'g?�/ PL 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 ///rrr T r 11 s s: CJ 9 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 end bottom chords to be laterally braced at f.�"' 2'o.c.and al 10'o.c.respectively unless braced throughout their le th by "��q> DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood shealhing(TC)and/or drywalllC). lr DATE' 9/5/2014 the overaN structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON to 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. -if A. SEQ. : 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, dd 2 �4 and are for"dry condition"of use. L/© "7 4 Q� design loads be applied to any component. 6,Design assumes full bearing at all supports shown.Shim or wedge if p ry , TRANS I D: 407540 5.CompuTrus has no control over and assumes no respons encs for the necessary. 4ler�d-�t G‘, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by S.Plates shall be located on both faces of truss,and placed so their centerTPI ch will be furnished lines de with joint center Ines. . Iillll VIII VIII VIII VIII VIII VIII(III(III MiTek SA,Inc./CompuTrus s CA in BCSI,copies of iSoftware 7.6.6(1 Luponf request. 10.Digits basiccot nectore size opplate design vate in alues see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 • 1E11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 BC: 2x4:KDDF #18BTR SPACED 24.0" O.C. 2.3=(- 411) 3381 2.6=(0) 0 3.4=(-192) 140 TC LATERAL SUPPORT <= 12°OC. UON. LOADING 4-5=( -55) 29 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 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: ( C,CN,CI8,CN18 (or no prefixLL = 25 PSF Ground Snow (Pg) 0'- 0.0' -23/ 376V -134/ 3568 5.50" 0.60 KDDF 625) p ) = CompuTrus, Inc 5'- 9.2' 0/ 68V 0/ OH 5.50" 0.11 KDDF M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -261/ 380V 0/ OH 1.50" 0.49 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -137/ 194V 0/ OH 1.50" 0.25 KDDF ( 625) 11'- 11.7" -30/ 49V 0/ OH 1.50' 0.08 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 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" ;I MAX HORIZ. TL DEFL = -0.007" @ 11'- 10.9" NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.00 V Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.2ft, 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 ;i o in the plane of the truss only. co v M-3x4 y y y y 1-00 6-00 5-11-11 'PROVIDE FULL BEARING:Jts:2,6,3,4.5I OF JOB NAME : POLYGON PLAN 5-D NH - CJ1O Scale: 0.3221 �cl.`���ti DpN `61$rip WARNINGS: GENERAL NOTES,unless otherwise noted: 4'G (f�]rrff / 7ff-- 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ` 921 1 P E 1- Truss: CJ 10 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 et DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4/aM�~ N 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 stmcture is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ (r 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 6051332 fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used Inc noncorrosine environment, �/:. �J 2 N .( TRANS I D: 407540 design loads be applied to any component. and are for"dry condition"of use. /� y 1¢ o 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling, necessary. � �n �� shipment and Installation of components. 7.Design assumes adequate drainage Is provided. '` R IIIIII II II VIII VIII VIII VIII VIII IIII IIII 8.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 TPI/WTCA in SCSI,copies of which will be furnished upon request, lines coincide with joint center Anes. 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-1888(Weir) EXPIRES:12/31/201.5 i 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 #1&BTA LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2.3=(-454) 427 3.4=(.246) 188 TC LATERAL SUPPORT <= 12"OC. VON. D4-5= -77) 55 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0)LONTOP 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,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -262/ 373V 0/ OH 1.50" 0.48 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2' -169/ 239V 0/ OH 1.50' 0.31 KDDF ( 625) 13'- 1.6" -60/ 90V 0/ OH 1.50' 0.14 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacin0.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.068" @ 3'- 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.077' @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.008" @ 13'- 0.9" MAX HORIZ. TL DEFL = -0.008" @ 13'- 0.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting system and components and cladding criteria. 10.007 Wind: 140 mph, h=24,7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. co v -/ o = 6- M-3x4 y 1, y 1, 1-00 6-00 7-01-10 1PROVIDE FULL BEARING:Jta:2,6.3.4"51 '< IN .(' t0 PRppe�S JOB NAME: POLYGON PLAN 5-D NH - CJ 11 Scale: 0.2976 �� WARNINGS: GENERAL NOTES,unless otherwise noted: 92I.P E c- /q 44 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 and Warnings before construction commences. building component.Applicability of design parameters and proper ��,.Jf Truss: CJ 11 incorporation of component Is the responsibility of the building designer. :0 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 stabiIty during construction 2'o.c.and at 10'o.c.respectively unless braced throughouttheir len th bye 4 DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). >,1 tr DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ f OREGOViy p, N 4.No load should be applied to any component until atter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. v `S7 SEQ. : 6051333 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, A. design loads be applied to any component and are for"dry condition"of use. �6 7 4 TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Dnemmassumes full bearing at all supports shown.Shim or wedge if Efir:� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. n �� 6.This design is furnished subject to the Imitations set forth by 6.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 BCSI,copies of which will furnished upon request. 9.lDigits indines icate sizede with jof plate Inoint inches. Ines.. t • MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXP)RES:12/31/2015 IIIIIIIIIIIIII 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 KDDF #1&BTR LOAD DURATION INCREASE = 1,15 1.2=( 0) 72 2.5= BC: 2x4 KDDF #18BTR SPACED 24.0" 0.C. 2.3=(-336) 304 (0) 0 TC LATERAL SUPPORT <= 12'0C. UON. LOADING 3.4=)-109) 56 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 SO.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/ 302V 0/ OH 1.50" 0.50 KDDF ) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.8" -64/ 93V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP COND. 2: Design checked for net(-5 nsf) uplift at 24 "ac 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 = 0.064" @ 3'- 4.9' Allowed = 0.481" �i 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 exoeed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 10.00 7 system and components and cladding criteria. Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), y o load duration factor=l.6, Truss designed for wind loads 0o in the plane of the truss only. 0 00 co v c,./- -,' �_� 0 5►-. M-3x4 y y l 1, 1-00 6-00 3-11-12 'PROVIDE FULL BEARING;Jts:2,5,3,41 tO JOB NAME : POLYGON PLAN 5-D NH - CJ12 \`�\ PN fis,o, Scale: 0.3645 cl t-7 5// ' - WARNINGS: GENERAL NOTES,unless otherwise noted: f. +n n®i D r "f7� CJ12 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual Truss: and Warnings before construction commencs, 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 chorda 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 , continuous sheathing such as plywood sheathing(TC)and/or drywall(9C). „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++ It 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. UREGON SEQ. : 6051334 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, ���4� TRANS I D: 407540 design loads as no cod to any component. 6.Design ssumand are for ryes full condition" of at all supports shown.Shim or wedge If /Q' 14 (�,P 5.CompuTrs has no control over and assumes no responsibility for the necessary. y V abrication, tallation 6.{This design Is furnished shipment ubject totheelimitationsf set forth bye 8.Platesnassumes shall be ocatedd on both drainage facess of rtruss,and placed so their center � `y I IIIIII VIII IIIA VIII VIII VIII VIII IIII IIIITPIIWTCA in BCSI,copiesof which wig be furnished upon request. lines cdndde with joint center Anes. 9.Digits indicate size of plate In Inches. 10. V C� MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1998(MiTek) EXFI R E&12/31/2015 IIIIIIIIIIIIII 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 KDDF #1&BTR SPACED 24.0' O.C. 2-3=(-249) 222 3.4=( -91) 37 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA OVERHANGS: 12.0' 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -88/ 238H 5.50' 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2' -223/ 356V 0/ OH 1.50" 0.46 KDDF ( 625) M,M2OHS,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 1OPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -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" Ij( MAX TC PANEL TL DEFL = -0.077' @ 3'- 2.4' Allowed = 0.722" 1 MAX HORIZ. LL DEFL = -0.003" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.003' @ 7'- 10.9" 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 10.00 V rr Design conforms to main windforce-resisting rr 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 0o in the plane of the truss only. r.:- co `m r/- of- ►= 5_44 0 M-3x4 y ) y I 1-00 6-00 1-11-10 (PROVIDE FULL BEARING;Jts:2.5,3,41 JOB NAME : POLYGON PLAN 5-D NH - CJ13 Scale: 0.4253 •0::::;:::+64.9/4b WARNINGS: GENERAL NOTES,unless otherwise noted: 4,, •n rr.r-� /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 = •P E r Truss' CJ13 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 responsiblty of the building designer. 3.Additional temporary bracing to insure stabf during construction 2.Design assumes the top and bottom chords to be laterally braced a< Po 2'o.c.and at 10'o.c.respectively unless braced throughout their lengQth) -'.'. r,, DES. BY: LJ 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++ Qf�ECaON 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. 'V �� SEQ. : 6051335 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, 3,. design loads be applied to any component. and are for"dry condWon"of use. TRANS I D: 407540 5.CompuTrus hes no control over and assumes no responsibility for the 6 Decciessa ssumes favi bearing at all supports shown.Shim or wedge if /O 14 Q�Q` fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. ^-R �'^� 6.This design Is furnished subject to the In stations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111 TPINYTCA in SCSI,copies of which will furnished upon request. lines coincideintwith joint 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,ESR-1988(Welt) EXPIRES:12/31/2015 1E11111111 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 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 1.2=( 0) 72 2-4=(0) 0 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 BOG AREA OVERHANGS: 12.0" 0.0' DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 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: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 5'- 11.6" -107/ 168V 0/ OH 1.50' 0.27 KDDF ( 625) 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 Doff uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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" T f MAX TC PANEL TL DEFL = -0.144" @ 3'- 4.8" Allowed = 0.718" --f MAX HORIZ. LL DEFL = -0.002' @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" 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. 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, oo Truss designed for wind loads o in the plane of the truss only. 4 0 M '...A- , O/- o 40,-,---11 M-3x4 J- ), y 1-00 6-00 'PROVIDE FULL BEARING:Jts:2,4,31 JOB NAME : POLYGON PLAN 5-D NH - CJ 14 Scale: 0.4821 `CJ��rRyQS'�i WARNINGS: GENERAL NOTES,unless otherwise noted: r'/ ! 1.Bulkier 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 7,921•PE "Y1,,. Truss: CJ 14 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. 4/ DES" BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom ass to be laterally braced et 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 DATE: 9/5/2014 the overall structure is the responsibilityof the designer. continuous sheathing such as plywoodrequired sheathing(TC)and/or drywakl(BC). '. building 9 3.2x Impact bridging or lateral bracing 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 SEQ. : 6051336 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4- -1-,` aN A. 5.CompuTrus has no control over and assumes noigner. 3.2xf use. for the 6.Design assumes full beefing at all supports shown.Shim or wedge if 4' P,V' fabrication,handling,shipment and installation of components. necessary. A �y, 6.This design is furnished subject to the Imitations set forth 7.Design assumes adequate drainage is provided. 'r7 'rip �G V 11110011111111111111 VTPIM/TCA in BCSI,copies of which will be furnished upon request. 8.Ilines coincide with joint centertes shall be located on loes faces9of truss,and placed so their center +l r 1 MiTek USA,Inc./CompuTrus uTrus Software 7.6.6(1 L)-E 10.For baDigits sicicate slze connecto of plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDOF 616BTA SPACED 24.0' O.C. 2-3=(-133) 112 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DLON BOTTOM CHORD = 10.0 PSF 7.0) ON TOP CHORD = 32.0 PSF 42.0LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) OVERHANGS: 12.0" 0.0' TOTAL LOAD = DL0'- 0.0" -32/ 398V -64/ 180H 5.50' 0.64 KDDF ( 625) PSF 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, IncL M,M2OHS,M18HS,M16 = MiTek MT series LIMITED LIMIIEDMSTORAGE GE DOES S20112 ANDLIRDU2012 THE SPITIE TO THE ALET. ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing. NOT 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' T f MAX HORIZ. LL DEFL = -0.002' @ 5'- 9.0" -/ MAX HORIZ. TL DEFL = -0.002" @ 5'- 9.0' 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=21.6ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads u) in the plane of the truss only. ,- c.1 O M r„,_ c?/- PAMMIIMIIMINIMINIMINIMI 4 -/ M-3x4 1, y y 1-00 6-00 1PROVIDE FULL BEARING;Jts:2,4.3I 0%0 PROPS JOB NAME : POLYGON PLAN 5-D NH - CJ15 Scale: 0.4840 l 5� a �� l511q WARNINGS: GENERAL NOTES,unless otherwise noted: '�' '��®/ - 7 1.Builder end erection contractor should be advised of ad General Notes 1.This design is based only upon the parameters shown and is for an individual �r Truss• CJ 15 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 bracingto insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at �� po ry 2'o.c.and at 10'o.c.respectively unless braced throughout their le th by ,,/�rle,- �, DES. BY: LJ Is 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++ 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 c 40SEQ. : 6051337 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, e,.V•7q 14 (�\ design loads be applied to any component. and are for"dry condition"of use.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 necessary. 4 R A`t 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 ished n ines 1111111111111111111 MITPe SAnlnc./Co copies of s which will be Software 7n6 6(1L)of request. , de with joint center lines. o.Digits IFF basiccot of design values see ESR-1311,ESR-1998(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 #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2.3=(-89) 81 ( ) 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" -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,N2OHS,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' 0 -1'- 0.0' Allowed = 0.133' 3-10-15 MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.082" T f MAX TL CREEP DEFL = 0.000' @ 0'- 0.0" Allowed = 0.109" MAX TC 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" 10.001/ MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.2' (j I NOTE:Design assumes moisture content does not exceed 19's at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.eft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), r load duration factor=1.6, O Truss designed for wind loads m in the plane of the truss only. M a O a ►�4 M-3x4 y y y 1-00 !PROVIDE FULL BEARING:Jts:2,3,41 6-00 0 PR -- JOB NAME : POLYGON PLAN 5-D NH - CJ 16 Scale: 0.5878 5 l,+�jppj/(N�1p/j�j�1 s/ WARNINGS: GENERAL NOTES,unless otherwise noted: �✓ v f•�' /•p` "'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 . .72 e e t-.E Truss: CJ 16 and Warnings before construction commences, building component.Applicability of design parameters and proper ///M 2.2x4 compression web bradng must be installed where shown+ �, , Incorporation of component is the responsidIty 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 2'o.c,and at 10'o.c.sucha respectively unless braced throughout their length;y 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++ Q SEC/� 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 G40 Q. :. : 6051338 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, L. '1'j design loads be applied to any component and are for"dry condition"of use. p/�y '7 ," 7 4 rLO� �.+♦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 [J b fabrication,handling,shipment and installation of components. Designneas. 'R ry l f y 7. latesassumescaeduoneoth faceIsf truss, fl b4• 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of Was,and placed so their center 11111111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request lines with joint center foes. 9.Digits indicate size of plate In Inches. a nts12/31/2015 MITek USA,Inc./CompuTrus pUTrug Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-19e6(MiTek) EXPIRES: OMOMMOMMML 1111111111111 HI 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"0C. 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' -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,CI8,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 = 0.160' @ 3'- 7.2' Allowed = 0.478" 5-11-10 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" 7 NOTE:Design assumes moisture content does Ij12 not exceed 19% at time of manufacture. 10.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads co in the plane of the truss only. 0 Cr o u; C''') r,,_ oA 00=4o -/ M-3x4 y ), I 1-00 6-00 'PROVIDE FULL BEARING:Jts:2.4,3' "tc) PR Op, JOB NAME : POLYGON PLAN 5-D NH - CJ 17 Scale: 0.482, � � 15f1 `d WARNINGS: GENERAL NOTES,unless otherwise noted: '4 . 92 a ," 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual /// and Warnings before construction commences. building component Applicability of design parameters and proper J" Truss: CJ 17 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 44 DES. BY: LJ Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth by ,»+rwr po nY continuous sheathing such as plywood sheathing(TC)and/or dryweg(eC). r 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+r Z7L OREGON ��(( SEQ. : 60513 39 4.No load should be applied to any component until after an bracing end 4.Installation of truss is the responsibility of the respective contractor. p. 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, 1� design loads be applied to any component. and are for"dry condition"of use. 0 r t?. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design ad arassumes full beefing at all supports shown.Shim or wedge It / fy1 4 O ; fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. n `��` 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 ll be furnished upon ch lin c de with Joint center tines. IIIIII VIII VIII VIII VIII VIII VIII IIII IIIIMTITPek USA,lnc./CompuT us iSoftware 7.6.6(1 L)E request. rbiccu osize of plate basic connector plate design values see ESR-1311,ESR-1988(MiTep - • EXP1 RE5:12l31/2015 IIIIIIIIIIIIII 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 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1-2= 84 BC: 2x4 KDDF q1&BTR SPACED 24.0" O.C. 2-3=((-69) 26 2-4=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 20.0' 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -132/ 478V -12/ 83H 5.50" 0.77 KDDF ( 625) 1'- 9.2" -86/ 45V 0/ OH 5.50" 0.07 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 3.8' -36/ 78V 0/ OH 1.50" 0.12 KDDF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ( 625) 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 spacin0.( 6.00 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 = 0.187' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021" @ -1'- 8.0' Allowed = 0.222° MAX TC PANEL LL DEFL = 0.004" @ 1'- 5.5' Allowed = 0.204" MAX TC PANEL TL DEFL = 0.004" @ 1'- 4.3" Allowed = 0.307' MAX HORIZ. LL DEFL = -0.000" @ 3'- 3,0" -/ MAX HORIZ. TL DEFL = -0.000" @ 3'- 3.0" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, N Truss designed for wind loads in the plane of the truss only. cow 0 4 • 8.-- •--,"2�� 4► M-3x4 ), y y y 1-08 2-00 1-03-12 (PROVIDE FULL BEARING:Jts:2.4.3( JOB NAME: POLYGON PLAN 5-D NH - CSJ1 Scale: 0.8191 \��� PO � ryp��`�sa WARNINGS: GENERAL NOTES,unless otherwise noted: �� • r P 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual cc' `^9211•r-E 1'~ Truss: CSJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper /A 2.2x4 compression web bradng must be installed where shown+, incorporation of component Is the responsibility of the buikang designer. f "01 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 by6194100.* the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .` DATE: 9/5/2014 P ty p 3.2x Impact bridging or lateral bradng required where shown++ Cr 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON SEQ. : 6051341 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, 2 ,� ^- design loads be applied to any component. and are for"dry condition"of use. / Q 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 d 1 d �� fabrication,handling,shipment and installation of components. 7.Design asnecessasumes adequate drainage is provided. ""E R R:a 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 1111 VIII VIII VIII VIII II VIII HI (III TPIMlTCA in BCSI,copies of which will be furnished upon request. lines coindde with joint center fines. indicate Digits 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 (Tek) EXPIRES:12/31/2015 IIIIIIIIIIIIII 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&BTA 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'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 20.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -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 spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.019' @ -1'- 8.0" Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222' MAX BC PANEL LL DEFL = 0.004' @ 1'- 0.1" Allowed = 0.054' MAX BC PANEL TL DEFL = -0.005" @ 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" 6.007". 1 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=l.6, Truss designed for wind loads 0o in the plane of the truss only. 0 m C.," o 0 2►t 41111.- M-3x4 J, y y y 1-08 2-00 4-07-12 'PROVIDE FULL BEARING;Jts:2.4.3' <c5t0 PRO4 JOB NAME : POLYGON PLAN 5-D NH - CSJ2 Scale: 0.5840 ``' 4 GENERAL NOTES,unless otherwise noted: �� + �� /-Y- 1. ildeS: ':9211 P E r 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 Truss: CSJ2 and Warnings before construction commences. building component.Applicability of design parameters and properelr 2.2x4 compression web bracing must be Installed where shown+• incorporation of component is the responsibility of the building designer. All 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et 4g DES. BY: LJ responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by .+�.�rrr is the res RY 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+. �L OREGON �<t/ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. a 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, Al design loads be applied to any component. and arefor"dry condition"g use. /^. -7 }4 TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.nDecessary.uns full bearing et all supports shown.Shim or wedge if L/iti p t fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. - rT R LA- 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,copies of ch wi l be furnished upo lin IIIIII VIII VIII VIII VIII VIII VIII IIII IIIIMITe USA,lnCl/WTCA in JCompuTf s ISoftIware 7.6.6(1L)-En .6.6(1LEn request. coincide Indicate ccatize oainches. 10. onectorplte design see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111111111111 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 #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-10=(-1663) 4302 10- 3=( -341) 1053 7-15=(-233) 532 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-4933) 1929 10-11=(-1542) 3951 3.11= 3524) ; ( -803) 466 15- 8 (•245) 335 WEBS: 2x4 KDDF STAND; 3- 4=( 2x4 DF STAND A LOADING 4=. (-3524) 1351 11.12= -1082 3153 11- 4= 0) 366 4- 5=(-2875) 1233 12-13=1 -838) 2581 4.12=( -703) 297 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2533) 1289 13.14=( -435) 1782 12- 5=( -313) 1029 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2407) 1190 14-15=( -776) 2345 5.13=(-1362) 727 BC LATERAL SUPPORT <= 12"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,CI8,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SO.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 psfl 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' MAX HORIZ. TL DEFL = 0.199" @ 43'- 3.5' 22-00 21-09 2-09 5-10-08 6-04-08 7-00 7-06-15 7-01 7-01-01 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting 6.00 17 M-4x6 ' :16.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 45( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), % 4 ,...0.M 2-55,X. load duration factor=1.6, `s Truss designed for wind loads in the plane of the truss only. M-3x4 0.25" M-5x6(S) 1pr •o� 0.25" M-1.5x3 M-3x5 M-3x10 co f= M-3x10 0 o 2..„...,-.....-...--- ---....-...-46-4,,,_ ' M-5x8 11 12 � 4 A C; M-3x4 M-5x10 13 0.2514 15 9 � M 3x4 0 -.2.75 **2X WEDGE 2 75 M-5x6 M-5x8(S) W/(2) M-3X4 TYP. J.' y y y12 J' y y y -05-0$ 5-10-08 6-02y2-00y 9-05-15 8-11-05 8-09-12 y Y 2-05-08 12-00-08 2-00 27-03 y 1-08 43-09 JOB NAME: POLYGON PLAN 5-D NH - D1 Scale: 0.1397 \��0. PROpit WARNINGS: GENERAL NOTES,unless otherwise noted: 17 ZCt n'CI51/ ' �/* 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 '7 92 0 0 P I= r Truss: D1 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 responsibiity 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 2'o.c.and at 10'o.c.respectively unless braced throughout their length by "fir 1 Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)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++ ) Q 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. OREGON 4/ SEQ. are in a non-corrosive environment, ,L \>k V. 'fes design loads be applied to any component. and are for"dry condition"of use. /^ Alk4 A 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, necessary. F r7 y L`"' f- shipment and Installation of components. 7, necessary. ssgn 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 ch will be furnished upon lines coincide with int center Ines. 1111111 VIII VIII VIII VIII VIII VIII illi MiTpe USA,Inc./CompuTrus I/WTCA in BCSI,copies of (Software+7.6.(1 Eequest. 10.For basic connector oplate design values see ESR-1311,ESR-1988(MiTek) 9.Digits indicate size of plate In inches. EXPIRES:12/31/2015 1111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-09-00 STUB HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #I&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2-15=(-2614) 8670 15- 3=( -370) 1254 2x6 KDDF #1&BTR T2, 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=( -444) 1282 BC LATERAL SUPPORT <= 12'OC. UON. IC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 34'- 0.0' TO 43'- 9.0' V 7- 8=( -8830) 3350 20.14=(-1912) 5602 17- 8=( -244) 878 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 43'- 9.0' V 8- 9=( -8444) 3242 18- 8=(-1376) 636 9-10=( -8660) 3238 18- 9=( -616) 326 NOTE: 2x4 BRACING AT 24'OC UON. FOR TC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 10'- 0.0" 10-12=) -5882) 2108 9.19=( -502) 480 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 416.7)+OL( 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 plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE MAN. (SPECIES) Connect8,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0' -1151/ 3765V -104/ 113H 5.50' 6.02 KDDF ( 625) M,M2OHS,M18HS,M16 = Mprek MT series ( 2 ) complete trusses required. 43'- 9.0" -1096/ 3584V 0/ OH 5.50' 5.73 KDDF ( 625) Join together 2 ply with 3"x.131 DIA GUN nails staggered at: 9' oc in 1 row(s) throughout 2x4 top chords, ICOND. 2: Design checked for net(-5 Bsf) uplift at 24 'oc spacing.) 9' oc in 2 row(s) throughout 2x6 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9' oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.005" @ -1'- 8.0" Allowed = 0.167" 9' oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.005" @ -1'- 8.0" Allowed = 0.222' MAX LL DEFL = -0.300' @ 22'- 8.7' Allowed = 2.142' MAX TL CREEP DEFL = -0.594' @ 22'- 8.7' Allowed = 2.856' MAX HORIZ. LL DEFL = 0.109' @ 43'- 3.5' MAX HORIZ. TL DEFL = 0.180" @ 43'- 3.5' 9-11-11 24-00-10 9-08-11 NOTE:Design assumes moisture content does T T not exceed 19% at time of manufacture. 3-02-03 0-06-11 2-03-08 5-11-03 0-06.11 4-10-02 Design conforms to main windforce-resisting 2-07-0� 3-07-09 4-02-13 6-02-11 5-04-08 4-03-14 system and components and cladding criteria. T T T TT T T T T TT T Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9-10-08 9-07-08 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T load duration factor=1.6, 533.30# 533.30# M 3x4 M 7x8 S 12 Truss designed for wind loads 12 ( ) in the plane of the truss only. 6.00 M-4x8 6 M-3x5 6 025" M 310x5 11 M-5x6 Q 6.00 44141% M-3x4 M-1.5x3 3 m M-3x10 M 1.5x33� iXig11,411,11A61 M-3x8 in uo v � al5 16 20 *7\_ IV" .digillli 4 1 II M 7x10 M-3x8 M-7x8 16 0.251"9 M 3x8 0 **2X WEDGE M-7X10 a 2.75 W/(2) M-3X4 TYP. 2.75 - M-7x8(S) 12 J' i' y ), 12y )• y J' -05-0$ 6-09-12 5-02-12 y2-00), 9-02-04 9-00-08 9-00-04 y , 2-05-08 12-00-08 2-00 27-03 y 1-08 43-09 ���0 PR DFS' JOB NAME: POLYGON PLAN 5-D NH - DH1 Sale: 0.1467 d ,c , GENERAL NOTES,unless otherwise noted: 451 J v ,//pcc ` WARNINGS: $f_G. 1.- 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 Truss: DH 1and 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 4 ' DES. BY: LJ Is the res nsibiG of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth by /"err po ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). IZ DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 9L '(JREGON� �t, SEQ. : 6051344 4.No load should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. a 44 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �. �y design loads be applied to any component and are for"dry condition"of use. 4- t,,. TRANS I D: 40754 0 5.CompuTrus has no control over and assumes no responsibility for the 6 oecesse assumes los bearing at all supports shown.Shim or wedge if !� 1 44 1 �(" fabrication,handling,shipment and installation of components. necessary. Fi H 1 b,'" Po 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of trussth Joint center lines. ,and placed so their center ncide IIIIII VIII 1111111113111111 III VIII VIII VIII VIII IIII IIII MTek USA,IncCA in ./CompuTrus I,copies of which Softw ofurnished 7.6.6(1L))-E request. 10.lines FFo baIndicate conectorof 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 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 818BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-15=(-1943) 4359 15- 3=( -193) 596 2x6 KDDF 818BTR T2, T3 SPACED 24.0" O.C. 2- 3=(-5055) 2323 15-16=(-1536) 3431 15. 4=( -422) 947 BC: 2x6 KDDF 8188TR 3- 40)-4703) 2253 16.17=(-1804) 4102 4-160( -367) 244 WEBS: 2x4 KDDF STAND LOADING 4. 5=(-3503) 1741 17-180(-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 IC 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- 80(-4148) 2081 20.14=(-1308) 2765 17- 8=( -297) 376 8- 9=(-3989) 1950 18- 8=( -633) 396 LL = 25 PSF Ground Snow (Pg) 9.10=(-4094) 1897 18- 9=( -318) 152 NOTE: 2x4 BRACING AT 24"0C VON. 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=( 0) 0 19.10=( -53) 491 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12.13=(-3119) 1526 10-20=(-1364) 635 13.14=(-3258) 1577 12-20=( -375) 1004 OVERHANGS: 20,0" 0.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 20.13=( -29) 218 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -405/ 2034V -104/ 113H 5.50" 3.25 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 psfl uplift at 24 "oc spacing.' M,820HS,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" @ -I'- 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" f 13-03-11 17-04-10 13-00-11 NOTE:Design assumes moisture content does (3-02-03 3-05-122-03-08 5-11-03 �(3-05-12 4-10-02 not exceed 19% at time of manufacture. 2-07-04 -3 07-09' 1-03:;2 f ' 6 02-11 ' 2-05 07 f 4-03-14 -1 'f Design conforms to main windforce-resisting T f f f 1 f f 1 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, (All Heights), Enclosed, Cat.2, Exp.B, NWFRS(Dir), 6 11 T 'f load duration factor=1.6, 12 M-3x4 M-7x8(S) 12 Truss designed for wind loads 6.00 p M-5x6 M-3x4 M-4x6 in the lane of the truss only. 5 7 8 p5 M 10x5 2 D6.00 p M-3x4 M-1.5x3 M-1.5x3 + 3 CO - .1 7/7\/ M-3x10 3 M-3x8 0 o1 ��!l S M-7x10 M-3x8 M-7x8- 0.25M'A 20 *da M-7x10 M 3x8 o -=:12.75 *02X WEDGE 2.75-. M-7x8(S) 12 W/(2) TYP. 12 y ), J, > ), y ), y -05-0 6-09-12 5-02-12 ), J, 9-02-04 9-00-08 9-00-04 y y 2-05-08 12-00-08 2-00 27-03 y 1-08 43-09 0 PR OFA JOB NAME : POLYGON PLAN 5-D NH - DH2 5. „1-'�;IN s, Scale: 0,1467 (/5/ir O� WARNINGS: GENERAL NOTES,unless otherwise noted: i ' D , - 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 4 > t C F'E Truss: DH2 and4 compress beforenbconstructionradng m commences. bIncorporation componentcocompApplonent la lity design parameters and proper �r 2.2z4 compression web bracing must be installed where shown+, incorporation of component Ia the responsibility of the building designer. ;/' ✓ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at y�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 by t, r 4��a� continuous sheathing such as plywood sheathing(TC)and/or drywall C. /' DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown++ /�, 4.No load should be applied to any component until after all bradng and 4.Installation of truss is the responsibility of the respective contractor. � OREGON fk `o SEQ. : 6051345 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 hj N. �A. design loads be applied to any component. and are for"dry condition"of use. /� ."1 S. 14 Q TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull bearing at all supports shown.Shim or wedge If ‘1,..t- necessary. Y fabrication,handling,shipment and installation of components. 7,Desigsn assumes adequate drainage is provided. ill ?♦�,4. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center I,copies of ch will be urnished upon lines de with int center lines. IIIIII VIII VIII VIII VIII VIII VIII IIII III) MTekUSA,IncICA In ./CompuT s ISoftwaref 7.6.6(1 L)-E request. 10.For basicconnecoroplate design values see ESR-1311,ESR-1988(MITek) 9.Digits Indicate size of plate In Inches. EXPIRES:12/31/2015 IIIIIIIIIIIII 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 TO: 2x4 KDDF #1&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 #1&BTR SPACED 24.0" O.C. 2- 3=(-4923) 1901 14-15=(-1508) 3872 3-15=( -786) 419 WEBS: 2x4 KDDF STAND; 3- 4=(-3529) 1366 15.16=(-1095) 3091 15- 4=( 0) 365 2x4 DF STAND A LOADING 4- 5=(-2869) 1223 16.17=( -829) 2561 4.16=( -729) 350 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2434) 1187 17-18=( -702) 2427 5.16=( -340) 1042 TO LATERAL SUPPORT <= 12"0C. 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=1 -470) 169 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 18- 8=( 0) 297 NOTE: 2x4 BRACING AT 24"OC VON. FOR 10.11=(-2552) 1114 8.19=( -440) 179 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11.12=(-3040) 1230 10.19=) -285) 773 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12.13=(-3218) 1284 19.11=) -491) 343 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 11.20=( -76) 319 OVERHANGS: 20.0" 0.0' BEARING ' MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -322/ 2034V -181/ 191H 5.50" 3.25 KDDF ( 625) Connector plate prefix designators: C,CN,C18,6N18 (or no prefix) = CompuTrus, Inc 43'- 9.0' -251/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing.) 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 1996 at time of manufacture. 2-09 5-10-08 0-0- '11 5-04-05 1s( 5-05-10 5-04-05 f T f f ff f ,(,( f f f Design conforms to main windforce-resisting system and components and cladding criteria. 16-06-08 16 03 OB ff f Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M-4x667 M x8 0 4x6 12 load duration factor=1.6, 6.00 M-3x4 Q 6.00 Truss designed for wind loads 6 a in the plane of the truss only. M-5x6(5) M-3x4 0.25" a /*+ + + M•1.5x3 2 ,, iliiii, IHHHA.,„,44NN,Nthhh... M 3x5 3 M-3x10 c vp M 3X10 14 15 16 nt= A '' * o o M-3x4 M-5x10 17 16 1� 20 13 o M 5x8 M-1.5x3 0.25' M•3x4 O **2X WEDGE M-5x10 M-5x8(S) 12 2.75 12 W/(2) M-3X4 TYP. 2.75 12 ,-05-1 5-10-08 6-02 y2-00y 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 ��� P R OF�r�, JOB NAME : POLYGON PLAN 5-D NH - DH3 �<C s Scale: 0.1338 ��\ + 115/I io�� WARNINGS: GENERAL NOTES,unless otherwise noted: 4:::::::111: 1:1:' 9 P E 1' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component.Applicability of design parameters and proper 4IIPP,ror.'''''' Truss: DH 3 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibtty of the building designer.3.Additional temporary bracing to Insure stabikty during construction 2.Design assumes the top and bottom chords to be laterally braced at4rA►DES" BY: LJ is the res nsibiti of the erector.Additional rmanent of 2'o.c.and al10'o.c.respectively unless braced throughout their length by . responsibility Pe bracing continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). t( DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ QREGON 1i t1 4.No load should be appked to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. S E Q. : 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, �"�^ �'F 1 4 �O'�� � design loads be applied to any component. and are for"dry condition"of use. V 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 j�^' (1 necessary. 'VIL•""b ry. y��„ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. Tl t-1 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center IIIIII VIII VIII VIII VIII I III VIII IIII IIIITPINVECA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits indicate size offpplatetein Inches. , MITekUSA,InC./COmpuTrusSoftware 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 11111 IIIIIII 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 #18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2.14=(-1958) 4217 14- 3=( -408) 1034 20-12=(-79) 226 BC: 2x4iKDDF #18BTR 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 OF STAND A LOADING 4. 5=(-2869) 1592 16.17=(-1123) 2561 4-16.1 -729) 341 LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2434) 1516 17.18=(-1114) 2427 5-16=( -401) 1042 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 18.19=(-1114) 2427 5.17=(-1026) 475 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 6- 8=(-2236) 1413 19.20=(-1185) 2558 6.17.1 -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 VON. 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=1 -56) 319 OVERHANGS: 20.0' 0.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). 0'- 0.0' -445/ 2034V -182/ 192H 5.50' 3.25 KDDF ( 625) 43'- 9.0" -374/ 1837V 0/ OH 5.50' 2.94 KDDF ( 625) ** For hanger specs. - See approved plans Connector plate prefix designators: ON. 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-(05.04 3-03-12 5-02-02 NOTE:Design assumes moisture content does T T T T3-03-12 f f fnot exceed 19% at time of manufacture. 2-09 5-10-08 -05-0 5-05-10 5-04-05 T T T T T '( T 1' - T T T Design conforms to main windforce-resisting system and components and cladding criteria. 16-06-08 16-03-08 T T 7 9 1' T Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-4x6 M-4x6 t2 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Oir), 6.00 6 M-IX8 0 4 6.00 load duration factor=1.6, M-3x4 Truss designed for wind loads M-5x6(S) 5 in the plane of the truss only. 0.25" TA-3x4 4 M 3x5 140411II + + + M-1.5x3 M-3x10 3 M-3x10 0 v � �4 15 16 .•. --e --• A ": to 0 1 M-5x8 M-3x4 M-5x10 M7 -5x10M-1185x30.25' M 3x4 *+13 0 -a 2.75 **2X WEDGE 2.75 o M-5x8(S) ,12 W/(2) 0-3X4 TYP. 12 y ' y J' ), y J' J' y y-05-0$ 5-10-08 6-02 y2-OOy 5-06 5-10-12 7-09.02 8-01-02 y -05.08 12-00-08 2-00 27-03 Y Y y 1-08 43-09 � t0 PROpe JOB NAME : POLYGON PLAN 5-D NH - DH4 Scale: 0.1338 „F�o iN� si0 5 ' 51J 1 WARNINGS: GENERAL NOTES,unless otherwise noted: 4� tn�r� C' "Q1,,, 1.Builder and erection contractor should be advised of all General Notes t This design is based only upon the parameters shown and Is for an individual ±72 1 0 P E Truss: DH4 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 responsibdty of the building designer. • 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1} is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). yy., DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 0 �N l,�x 4.No load should be appNed to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4 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, f 4,�1. Q'�A` `A,. design loads be applied to any component and are for"dry condition"of use. !' 1 4 TRANS I D: 407540 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes fug bearing at all supports shown.Shim or wedge if 40 fabrication,handling, necessary. ilf y V shipment and installation of components. 7.Design assumes adequate drainage Is prodded. b`"'... 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 IIII VIII VIII VIII I III VIII IIII IIII TPIMlTCA In BCSI,copies of which will be furnished upon request. lines indicate with Jointcenterin nche. 9.Digits indicate size of plate in inches. 1 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 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-64) 38 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 ICOND. 2: Design checked for net(-5 psf)_uplift at 24 'oc spacing.I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -1'- 0.0' Allowed = 0.100" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.001' @ 1'- 0.1' Allowed = 0.054' 1' '' MAX TC PANEL TL DEFL = -0.002' @ 1'- 2.9" Allowed = 0.196" 12 MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9' 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, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1 (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. O 0 ci M/- NIFAIIIIMO M-3x4 y y y 1-00 2-00 'PROVIDE FULL BEARING:Jts:2,4,3I JOB NAME : POLYGON PLAN 5-D NH - EJ1 co- CO PR app. figs,` Scale: 0.6772 [7 0 WARNINGS: GENERAL NOTES,unless otherwise noted: (�rrr����` ��rsr 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. .9 ®r'L 1-~ Truss EJ1 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 responsibitty of the building designer. 3.Additional temporary bracing to Insure sterility during construction 2.Design assumes the top and bottom chords to be laterally braced at 411101,' y�tr. DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.o,such asv y unless braced throughout their length by 4�4ae.' Vo ty commnuous sheathing such as plywood where and/or drywal C). 4 IZ• DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.201mpact bridging or lateral bracing required where shown++ 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. "}7 OREGON SEQ. : 6051348 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4. 4, ON ic design loads be applied to any component. and are for"dry full bearing use. 3_ 14 2' 4 TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the e.an necessassumes full at all supports shown.Shim or wedge If �1V/_ ` ` {a{� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 4.y V 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center 1111 IIIII II 1111I II I III VIII IIII IIII TPI WfCA in SCSI,copies of which will be furnished upon request. Digits Indicate with joint center lines. ` 9.Digits Inndicate size of platete in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 islik 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 KDOF 81&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF 81&BTR SPACED 24.0" 0.C. 2-3=(-96) 73 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' -41/ 322V -44/ 132H 5.50' 0.52 KDDF ( 625) 1'- 9.2' -10/ 63V 0/ OH 5.50' 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -68/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MIBHS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Desian checked for net(-5 psf) uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L1240, 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' MAX BC PANEL TL DEFL = 0.002' @ 1'- 0.1" Allowed = 0.072" 10.00 V 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), c, load duration factor=l.6, 0 cn Truss designed for wind loads in the plane of the truss only. co/- v o -/ o` ►� 4►� M-3x4 J‘ 1, b 1, 1-00 2-00 1-11-11 [PROVIDE FULL BEARING:Jts:2"4,31 00 PRQ449 JOB NAME: POLYGON PLAN 5-D NH - EJ2 Scale: 0.6371 ``o'C<', 0 (N '�f, w� ` l5I1q WARNINGS: GENERAL NOTES,unless otherwise noted: ./®P E s' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual J'�'/,i Truss: EJ2 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 responsibrtily of the building designer. M g 2.Design assumes the top and bottom chords to be laterally braced at #/ ' 3.is the res temporary bracing to insure stability permanentduring bracingcNoon 2'o.c.and at 10'o.c.respectively unless braced throughout their len th by `�'.. DES. BY: LJ s the responsibility of the erector.Additional of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ¢ �(r 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. : 6 051349 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. S 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, ./.� 2 ' design loads be applied to any component. end are for"dry condition"g use. ��V 14Q� [- TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 8.nDersssa y umes full beating at all supports shown.Shim or wedge If fabrication,handling,shipment and installation of components. 7,Design assun,es adequate drainage is provided. R R IO- 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 VIII VIII IIII IIII T ' furnished )- request. 9.Digits M e USA,Inc./CompuTrus 7.6.6(1L)E lines 10. of For bath joint center lines. sicondenctorpla design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 1E11111111 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 k1&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=(-144) 105 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -24/ 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: C,CN,C18,CN18 or no prefix) = ormpuTrusLL = 25 PSF Ground Snow (Pg) 5'- 11.7" -103/ 153V 0/ OH 1.50' 0.24 KDDF ( 625) ( p , Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. 'COND. 2: Design checked for nett-5 osfl uplift at 24 "oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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' ) 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, e, (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. 11.3 o 7 0 o� ►� 4►� -/ M-3x4 y y ), y 1-00 2-00 3-11-11 1PROVIDE FULL BEARING:Jts:2.4,3I JOB NAME : POLYGON PLAN 5-D NH - EJ3 4 ° PRaFes� Scale: 0,5134 \� IN / WARNINGS: GENERAL NOTES,unless otherwise noted: �C/� V/ {r'�/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 4t. . iø I P C /-- Truss: EJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2. ///J�//�r 2x4 compression web bradng must be Installed where shown+, incorporation of component Is the responsibility of the building designer. Additional temporary bracing to insure stability during construction 2•Design assumes the top and bottom cholla to be laterally braced at 3. °. 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 lengthby DATE: 9/5/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required ing(TC)and/or drywall(BC. n g 3.2z Impact bridging or lateral bracing where shown++ _ OREGON ( 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : 6051350 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, d. "1,� ON A. design loads be applied to any component. and are for"dry condition"of use. / TRANS I D: 40754 0 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge if d 14 2.0 P fabrication,handling,shipment and installation of components. necessary. A,� ry !S, 6.This design is furnished subject to the Irritations set forth 7.Design assumes adequate drainage Is provided.russ,a �>l 1-f y i �„ V 11II11II�11111111111III111I1I����II111I11 by Pallbelocatedon�tl fe�sohuss,andp��dsoweircanter .lrY 4 TPIANTCA in BCSI,copies of which will be furnished upon request. Ones coindde with joint center Anes. 9. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For Its Indicate size basic connector pflate design vlate in alues see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111111This 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 N1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF OPIUM SPACED 24.0" O.C. 2-3=(-194) 138 72 2.4=(0) 0 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 BAG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" 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 AEQUTAEMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Desitin checked for net(-5 psf) uplift at 24 "tic 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" jl MAX HORIZ. LL DEFL = -0.003" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 7'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 10.00 V 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, cn Truss designed for wind loads o in the plane of the truss only. 0 0 1 M T/- O� - 4�� -/ 0 M-3x4 ,- ), y 1, 1-00 2-00 5-11-11 (PROVIDE FULL BEARING:Jts:2,4,3I JOB NAME : POLYGON PLAN 5-D NH - EJ4 Scale: 0.4250 �cJ.,«"0.1~D I/��V �ss/ WARNINGS: GENERAL NOTES,unless otherwise noted: / p a"r'rD 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' a 9 •F-E r Truss: EJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2o4 compression web bradng must be installed where shown+. Incorporation of component is the responsibiity of the building designer. f% e,r, 3.Additional temporary bracing to insure steNRty during construction 2.Design assumes the top and bottom chords to be lateraly braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'e.c.such a ivey unless braced throughout their length by , r the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 Pa civ g 3.2x impact bridging or lateral bracing where shown++ Si CC 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. OREGON SEQ. : 60513 51fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used in a noncorros ve environment, TRANS I D: 407540 L. 4, pNt"�lc design loads be applied to any component. end are for"dry condition"of use. / -p.5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 1 4 fabrication,handling,shipment and installation of components. Design anecessary. R R`S ` 6.This design is furnished subject to the!irritations set forth T. laesassumes adequatedooc drainage is truss,and R L1. I VIII'IIII VIII II II VIII VIII VIII IIII IIII g 1 by 6.Plates shall be located on both faces of truss, placed so their center TPINVFCA in BCS',copies of which will be furnished upon request. lines cdndde 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-1998(MiTek) EXPIRES:12/31/2015 11111 IIIIII 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 KDDF 916BTR LOAD DURATION INCREASE = 1.15 1-2=) -7) 84 2-4=(0) 0 BC: 2x4 KDDF 916BTR SPACED 24.0" O.C. 2.3=(-72) 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 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,M2OHS,M18HS,M16 = MiTek MT series 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL )GOND. 2: Design checked for net(-5 psf) 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, lHeights), sed, Cat,2, Exp.B, MWFRS(Dir), load o Truss designed for wind loads iiifA oc. o in the plane of the truss only. cow v NM o/ „ „4 M-3x4 J' y y 1-08 1-00 )PROVIDE FULL BFARING4lts:2.4,41 ��,t0 PR 04. JOB NAME: POLYGON PLAN 5-D NH - P1 Scale: 1.0020 ti`' 4 4 5/1C * • WARMNGS: GENERAL NOTES,unless otherwise noted: f,� 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 ,,�I� Truss. P1 and Warnings before construction commences. building component.Applicability of design parameters and proper ,++'""" ' 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporarybracingto Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at � e n9 2'o.c.and at 10'o.c.respectively y unless braced throughout their len th by "r�rrr > DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)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++ � OREGt7N� (C 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. Ix SEQ. : 6051353 fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used in a noncorrosive environment, �� 14 �� design loads be appaed to any component. end are for"dry condition"g use. `.. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes toll bearing at all supports shown.Shim or wedge If p necessary. " � `R R I 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 feces of truss,and placed so their center 11110111111111111111111 which furnished upon request. MTe USA,Inc./CompuTrus Software 7.6.6L)E rUlines sciof plate obindicate icotectorplte design values see ESR-1311,ESR-1988(Weir) EXPIRES:12/31/2015