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Plans (49) 401-0' Ir . 1 I 11-1, '4' N c!r- n IIA Li 4 n gg O W CD ' ' Pi — �� , I \FI3 , !I ♦AS11 � At 11 I'Y7JG .` 6:12 / /v T :Ji __ A1 (4) mt AH7 N 6:12 . ' 6:12 AH4 BH3 - ,_ BM._ BH1 (2) (:12 -- -- (2) 9 D1 6:12 el 8.12 rE2 (3I N___ 6:12•+ I ` ►t Pe£ONFORMS TO DESIGN CONCEPT , _ •1 -' _ -- gem 40 t To ❑ CJNFORMS TO DESIGN CONCEPT WITH — G1 ( —�_ REVISIONS AS SOWN 20-41/2' ��, ❑X CONFORMS TO DESIGN CONCEPT ❑ NON CONFORMI REVISE AND Rt3UBMil 0 CONFORMSTODESIGN CONCEPT WITH ry REVISIONS NOTED THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE a� .e. ❑NON-CONFORMING—REVISE&RESUBMIT WITH THE DESIGN CONCEPT OR:LY AND COES NOT RELIEVE THE rtes sae,.uw,a 0 t,5EENae,EiSa,ri:CTS SS:0 r s:N,r2' FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE FAQ;rn 3s - "e, r F`{ e DESIGN DRAWINGS AND SPECIFICATIONS ALL CF WHICH HAVE PRIORITY .� Fu.„RAY i n _.� ;,I-1 re A .. AND PRP:AECE E _[ W*Cit,,, OVER.THIS SHOP DRAWING. I" 22T 9 TH6:I VEOTCY AL1 ln/EI.ICT^,4e By Alexia Fukui Date 9/22/14 By: Todd R. Eaton Date: September 19, 2014 MILBRANDT ARCHITECTS CT ENGINEERING INC ©Copyright CompuTrusInc.2006 Blferel. TSM DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/31/14 PLACEMENT ER TO TRUSS CALCULATIONS SAND I. PROJECT TITLE: REVISION-1: DRAWINGS FOSTRUCTURAL ALL FURTHER P ���r � INFORMATION.BUILDING ber PLAN 5-B COFFER DESIGNER/ENGINEER OF RECORD II PLAN: DRAWN BY:JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER OF RECORD TO T /y►,, COMPANY:. 5 B CHECKED BY: DESIGNS PRIOAND APP CON OF ALLON. & ■ R U S `,r DELIVERY LOCATION: SCALE: REVISION-3: 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. ..... mit MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-90UP Fax916/676-1909 5B The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R41832522 thru R41832537 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. �,, .0PRQp � 0NGiN fp 'ltr 2 8 • 2PE lelj- qTo, ' �Az>, OREGON ti,�itr '.P00:448 ER 1\ A. H 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. lot MiTek. MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-9OUP Fax 916/676-1909 5B The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R41832522 thru R41832537 My license renewal date for the state of Washington is January 2,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. y1ONTO �° 0wn �. 01, ik 49639 , Grs -' April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply 58 R41832522 PL14-90UP F01 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:39:21 2014 Page 1 ID:j7axn40sHnmlyaUAczwOszX1 UY-cHTKdJclYpmObb_IRPgo7B0ohg07S71 HOPDhOfzOQTa 2-6-0 I I 2-2-9 I I 1-2-0 II 2-4-11 Scale=1:28.6 1.5x3 II 3x5= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 00 N N r 13 12 11 10 i' 3x4= 3x8= 3x4= 3x4 = 3x4= 10-8-1 11-4-9 I 9-11-9 t0((iii 111-3-1I I 16-4-12 I 9-11-9 0--8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): 110:0-1-8,Edgel,111:0-1-8,Edgel LOADING(psi) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.40 11-12 >487 360 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=715/Mechanical,9=715/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 01 ONTO 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 (S7 v S./-h., kifr WEBS 6-10=-316/0,2-13=-1640/0,2-12=0/1018,4 -4 12=-370/0,4-11= 60/161,7-9=-1636/0,7-10=0/1105 '10 .'0 NOTES NOTES o7R' / p k. G� 'Vi 1)Unbalanced floor live loads have been considered for this design. t°7 I 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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 ' hr' be attached to walls at their outer ends or restrained by other means. 01 49639' Q fit, GIST>3R ' LOAD CASE(S) Standard tc"'�'r �� 11, v i PRQFe 4,,,-• 6'6' �0� q v. * 87022PE 9 i P 1%),OREGO ti� 4� 418ER AN � % A 4. He EXPIRES:06/30/2015 April 22,2014 1 a ®W4ANIM3-Verey dello ruraawlsrn and READ//3375 ON THIS AM AMMO MI7EK REFEREM E 1fIL 3473 leo 1,12512014 d Lzedff USE Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component.~ Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Mitek* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1811 Qualify Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 145aur ew Pse(5P)taan5sectespetjted,thetereeign Ireturesare:these effectiveFD6/as./Sala by-MSC Job Truss Truss Type Qty Ply 5B R41832523 PL14-90UP F02 FLOOR 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:3922 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-4U1 igfdfJ7uFCIZU_7B2fOY183goBcGRF3yEw5zOQTZ 1 1-6-0 1 1-3-4 1OF-&3 H 1 2-3-0 I 11-2-0 1 1 1-0-5 1 2-6-0 1 Scale=1:27.7 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 34 4 5 6 7 8 9 10 e e • ‘i' ./ / N e o e 17 * 15 14 13 12 11 3x4= 3x6= 4x5= 3x5= 1.5x3 II 3x4 = 3x4= I 3-0-4 I 15-10-12 I 3-0-4 12-10-8 Plate Offsets(X,Y): 17:0-1-8,Edgel,112:0-1-8,Edgel LOADING(pst) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.07 13-14 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.29 Vert(TL) -0.10 13-14 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.01 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:74 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 16=1266/0-5-8 (min.0-1-8),17=-335/Mechanical,11=456/Mechanical Max Uplift 17=-426(LC 4) Max Gray 16=1266(LC 1),17=4(LC 3),11=457(LC 4) , yIONIO k FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 0-C701 WASjl 4 TOP CHORD 2-3=0/1294,3-4=0/750,4-5=0/750,5-6=-1002/0,6-7=-1002/0,7-8=-1099/0, (,i ,$.r 7 C 8-9=1099/0 `A '., ' a BOT CHORD 16-17=-664/0,15-16=-1294/0,14-15=0/331,13-14=0/1099,12-13=0/1099,11-12=0/890 o k � N WEBS 3-16=-718/0,2-17=0/798,2-16=-882/0,5-14=0/737,5-15=-1177/0,9-11=-960/0, 4 j 9-12=0/379,3-15=0/856 z t ed 4„ NOTES 49639,41 1)Unbalanced floor live loads have been considered for this design. CJS �' " 2)Refer to girder(s)for truss to truss connections. .+4i� 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 426 lb uplift at joint 17. SiONAVO0 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 fasTenedlo eacYt uss with 3-10d(0.131"X 3')nails. Stronabacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION Do not-erect truss--backwards. - • 1 R QF k. LOAD CASE(S) Standard s GIN .. s<09 870 2PE /r (P 9 (f)OREGO q. 40 ' 4qL3ER #\ EXPIRES:06/30/2015 April 22,2014 I. 1 ®W4ANTMIi-Veal,des#gm paramc:rrs as-REAL ts.rffS ON NUN/VC 1/19550 MI155EFEFc17KI MU 1473 ret 1/25126I4t. . Design valid for use only with MZek 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.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/TPI1 Quat ty Criteria,D5B-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 ifSouthern Pirie )rn,miseT is SSIetifitSi,the design swilums aretheca affective 06/03/2013 by?A+. Job Truss Truss Type Qty Ply 58 R41832524 PL14-90UP F03 Floor 3 1 Job Reference(ootional) Pangs Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:39:23 2014 Page 1 ID:j7axn40sHnThyaUAczwOszX1UY-Ygb42?eH4R06gv8gYgiHCc57kT4EwoFaT)inSYz0QTY 2-6-0 I I 2-5-1 ii 1-2-0 ii 2-4-11 Scale=1:28.9 1.5x3 II 3x5 = 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x6 = 1.5x3 II 1 2 3 4 5 6 7 8 e e e � o o � o N N 4111 e e kn. e e , ir- 1 12 11 10 3x4= 3x8= 3x4= 3x5= 3x4= 10-10-9 11-7-1 I 10-2-1 10.2.1 10-13(6 110-7-0 I I 15-0-3 4 I 0-7-0 0-1-8 Plate Offsets(X,Y): f10:0-1-8,Edoel,f11:0-1-8,Edgel LOADING(psi) SPACING 1-7-3 CSI DEFL in (lac) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.27 11-12 >739 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.43 11-12 >456 360 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=725/0-4-8 (min.0-1-8),9=725/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. '0Nr0 4. TOP CHORD 2-3=2508/0,3-4=-2508/0,4-5=-2587/0,5-6=-2587/0,6-7=-2587/0 BOT CHORD 12-13=0/1543,11-12=0/2877,10-11=0/2587,9-10=0/1538 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 xi NOTES - V�.; 4, 1)Unbalanced floor live loads have been considered for this design. '� N 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to i'r be attached to walls at their outer ends or restrained by other means. ' .r 4 4 ,n LOAD CASE(S) Standard94'. Sr4`Gj 110 -10 11l; > 1/4 VPRQp c2;:3 � G[111 , /0 v 870 2PE r' y 'oj°REG N 4 ' 0 ,4,1 00 �, 4A. HE EXPIRES:06/30/2015 April 22,2014 e IRANd'O-Yc ffy&esian paamonrs u-i „)f }ES CM MIS NC INCL MED NIITK REFERENa PARE Nit 7473 rc g.1/19/20149F-G Et& -1•11• Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. t� Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSO-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If 5csorteern.p-vrse(SPI lumber isu es"Etfedth „ e 4astgtr,lanes are:'MMomeffe.ctiive 06/02/201.3 byALSC �9 Job Truss Truss Type Qty Ply 5B R41832525 PL14-90UP F04 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:24 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 t1Y-0s9SFLfvrk8yS3it6YDWIpeEXtNnfT6kiNRL?_zOQTX I 2-30 I I 1-411 II 1-2-0 ii 1-0.9 1 2-6-0 I Scale=1:31.6 1.5x3 I I 3x6= 1.5x3 I I 3x4= 1.5x3 II 3x4 = 1.5x3 II 1.5x3 I I 4x5= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 0 0 N444414. A ee a •o 16g 15 14 13 12 11 3x4= 3x8 = 3x5= 3x4= 4x4= 3x4= 14-3-11 I 13-1-11 10-7-0110-7-0 1 13-9-9 I 13-1-11 Plate Offsets(X,Y): (12:0-1-8,Edgel.113:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.77 Vert(LL) -0.33 13-14 >663 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.84 Vert(TL) -0.51 13-14 >419 360 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 16=791/0-4-4 (min.0-1-8),11=791/Mechanical FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. _y11QN1O r,_ TOP CHORD 2-3=-2635/0,3-4=-2635/0,4-5=-3446/0,5-6=-3446/0,6-7=-2477/0,7-8=-2477/0,8-9=-2477/0 ` 'i �a BOT CHORD 15-16=0/1550,14-15=0/3254,13-14=0/3130,12-13=0/2477,11-12=0/1721 0% 01 WASi/. Y WEBS 7-13=0/354,8-12=-569/0,2-16=-1700/0,2-15=0/1191,4-15=-679/0,6-14=0/405,9-11=-1858/0,9-12=0/1092, {,t fi �{�, Q 6-13=-860!0 I A" k k:, 4' [-4 Go iN NOTES 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. rd ".y�r 44, 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. i$ 49639 4,/ 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to Off, .GIST be attached to walls at their outer ends or restrained by other means. v. - SIONAL G LOAD CASE(S) Standard r F _.,, �;�� N_�N �q es,40 87022PE c- 5: f y "c>,OREG N ,3Q Q '9b, 'OBER 1�' EXPIRES:06/30/2015 April 22,2014 e e if AWNS-Yea fdeggmacawemnaidREAD ACYESCNIHZSANTiI10EL REFERENCEE/3MI7€tCPAGE34Zf 7473;eg.1,/19f21118 :r4£IISE Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. MN Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 'r k 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 IVf fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/7P11 Qualify Criteria,0SB-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 it Sautdaern Pine OMlumbcis:specified,the designee-Wee are:'those effectiirre 06.0If2O13 byAiSC Job Truss Truss Type Qty Ply 5B R41032526 PL14-90UP F05 Floor 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 0 Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:26 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-zFGDgOgAMMOghMsFDzG_gEjdrh4P7Ju1AhwS3tzOQTV 1-3-0 I 1 1-1-1 I I 1-2-0 I I 2-4-15 I 2-6-0 1 Scale=1:35.4 4x5= 3x4= 3x4= 3x4 = 3x4= 4x4= 3x6 FP— 3x8= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 e I '1-1e m e e C we 26 25 24 23 22 21 20 19 18 1 3x4 = 4x6= 3x5= 3x6 FP= 3x5 = 3x5 = 4x6= 3x6 = 3x5= 3x5 WB= 15-7-9 1 14-5-9 5-0-9 70-9-8 I 14-5-9 �7-0 b-7-0 5-1-15 Plate Offsets(X,Y): 112:0-1-8,Edael,118:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 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 Incr YES WB 0.84 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=909/0-4-8 (min.0-1-8),26=909/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 1ONIO TOP CHORD 2-3=-2003/0,3-4=-2003/0,4-5=-3413/0,5-6=-3413/0,6-7=-4247/0,7-8=-4247/0, 8-9=-4495/0,9-10=-4495/0,10-11=-4230/0,11-12=-4230/0,12-13=-3519/0, 0°7 �V WAS. 13-14=3519/0,14-15=-3519/0 Q 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, p1 r '>'+n {g �'w 19-20=0/3519,18-19=0/3519,17-18=0/1990 ' " G� N WEBS 12-19=-357/0,13-18=-426/0,2-26=-1375/0,2-25=0/1183,4-25=-987/0,4-24=0/813, 6-24=-618/0,6-22=0/446,15-17=-2149/0,15-18=0/1659,10-20=-272/35,11-20=-327/0, \rr 12-20=0/1057 /''T� fd 44` NOTES 1)Unbalanced floor live loads have been considered for this design.' GIS 2)All plates are 1.5x3 MT20 unless otherwise indicated. QA� � 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)26. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��•� 4 P R�rC�ss LOAD CASE(S) Standard Cj �CNGtNE-& /fl.0. 87022PE r" y '$,OREG.N4' / qS A. H, P EXPIRES:06/3012015 April 22,2014 m r 463,4 P .v.ity design parameters axdREAD It ]EESGNTHIS AND MIMEDMIRK REFEFEfePAGE MIL 1473;cx.1/2fl/ZIIS4BEMUSE, •• Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. mut Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the p���'SR- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding BYB fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component . 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if SouthernHine(Six)to beessspsncsited,.the design values arethasa os/a1j3013 byA1.SC Job Truss Truss Type Qty Ply 5B R41832527 PL14-90UP F06 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15.39:26 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszXl UY-zFGDgOgAMMOghMsFDzG_gEjkKhEo7WE1AhwS3tzOQTV 1-40 2-6-0 I 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 w ■ G ■- Mei 5 '/ 4 3x4= 3x4= 9-1-8I 4-1-0 I 0-1-8 3-11-8 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 "`"" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.04 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=174/Mechanical,5=174/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1,,1410N10 44, 1)Refer to girder(s)for truss to truss connections. 0$ ^ W AS.41. 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 ANSUTPI 1. y141. #w• 0 ' 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to r� a tri be attached to walls at their outer ends or restrained by other means. t' LOAD CASE(S) Standard 4, 49639 4i 94, 4bisis0 44? 43 aGINFFR rQ1' `t87022P, r' cvSAT OR GON (1,,`"Q1tr -SsEXPIRES:06/30/2015 April 22,2014 6 1 W4I WLAP3..Vet//tpde_i n parameters aad READ hO€ES ON THIS AM 7M2LMEL MIK REFERENCE PAGE Nil 1473 trio.1,119/2014BEMUSE Design valid for use only with M7ek connectors.Thu design is based only upon parameters shown.and is for an individual building component. �x Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillily of the MiTek� erector.Additional permanent bracing of the overall structure is the responsibility of the bulling designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine TSP}iumtsaa is specified,the design values are those effective 06/01/2013 byA SC Job Truss Truss Type Qty Ply 5B R41832528 PL14-90UP F07 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:28 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-veOz5iiQuzeOwgoeLOlSvfozjUmsbG8Jd?PY81zOQTT 1 1-7-12 1 1 1-8-15 1 1 1-2-0 ii 1-4-9 1 1-6-0 1 Scale=1:30.1 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x5= 1.5x3 II 1 2 3x8 3 4 5 6 7 8 9 10 11 o • a` N n e D a D 19 M17 16 15 14 13 3x4 I I 3x6= 3x8= 3x5= 3x5= 1.5x3 II 3x4 = 3x4= 1 1-10-12 2-Q14 17-5-4 1-10-12 0-1-8 15-5-0 Plate Offsets(X,Y): 12:0-3-0,Edoel,f8:0-1-8,Edgel,f13:0-1-8,Edael.f19:Edge,0-1-81 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.18 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.27 14-15 >687 360 BCLL 0.0 Rep Stress Incr NO WB 0.67 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:83 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:17-18,16-17. REACTIONS (lb/size) 18=1194/0-5-8 (min.0-1-8),12=627/0-2-12 (min.0-1-8) Max Gray 18=1194(LC 1),12=662(LC 4) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 41- 14. TOP CHORD 1-2=0/670,2-3=-950/312,3-4=-950/312,4-5=-2192/0,5-6=-2192/0,6-7=-2379/0, 0%SOV VIAS 7-8=2379/0,8-9=-1741/0,9-10=-1741/0 �(, BOT CHORD 17-18=-670/0,16-17=-32/1694,15-16=0/2387,14-15=0/1741,13-14=0/1741, `t' A= �,"+ 12-13=0/909 r6 / r E a O TSI WEBS 9-13=-408/0,2-18=-808/0,1-18=765/0,8-15=-14/787,7-15=-259/0,6-16=-295/0, "` N 4-16=0/641,4-17=-935/0,10-12=-1092/0,10-13=0/1027,2-17=0/1309 I to.t ' r A, NOTES 1)Unbalanced floor live loads have been considered for this design. 1,cd,et . I>5'i3- r, 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. S 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUfPI 1. S'0I AL"fr 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)304 lb down at 0-1-8 on top chord. �� VQ PROF The design/selection of such connection device(s)is the responsibility of others. Ss fi 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 4C0 ,r GINE. _ Z LOAD CASE(S) Standard ,,,,m,./ $70 P 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:12-19=-8,1-11=-80 Concentrated Loads(Ib) .�r Vert 1=-304(F) 7 ((1 *.' 1y 7 '0), OREGO; ?„41 EXPIRES:06/30/2015 April 22,2014 , a milt/ma-Ve /ydrui rt p„ranx llrs 3 d READ WIES Q7/MIS AND rhauFED MIT€c P.EFErrESrE PAGE MIT 7413 r c 1129/2201$BECRE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. l.. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek' fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/T141 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95810 Ifbessnt ern Pine WI loosniaer is ararniditv ,the i9esige.ries are These*See %FOI=3 byA SC Q Job Truss Truss Type Qty Ply 5B R41832529 PL14-90UP F08 Floor 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:28 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszX1 UY-veOz5iiQuzeOwg0eLOlSvfo4nUv9bNVJd?PY81zOQTT I 2-6-0 1 0-5-10 1 1 1-2-0 I i 1-4-14 l Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 I I 1.5x3 II 1 23x4= 3 4 53x4 = 6 .._..\e_. e 0 vv.,- .,_0 N , XX ee e 1C1 9 8 = 3x4= 3x4 3x4= 3x4= I 3-1-2 31-10 3-9-10 1 4-4-10 416-? 8-6-8 I 3-1-2 0-1 0-7-0 0-7-0 0-1-g 4-0-8 Plate Offsets(XX): 18:0-1-8,Ednel.19:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 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 Ina YES WB 0.19 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=370/0-2-12 (min.0-1-8),7=370/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. y.'ONIQ Z,_ TOP CHORD 2-3=-732/0,3-4=-732/0,4-5=-732/0 '7� BOT CHORD 9-10=0/682,8-9=0/732,7-8=0/665 &5 diWAS,r.it 4 WEBS 2-10=-736/0,2-9=-37/269,5-7=-718/0 C9 ' ? O I NOTES „ �'Z' 1)Unbalanced floor live loads have been considered for this design. P f 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. el 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 49639 be attached to walls at their outer ends or restrained by other means. �0 ktoISTE0- LOAD CASE(S) Standards ONAI; G , PROpes �\ INE� 0,4_ --0.-__ cc 870 2PE �aEER ryy - OR GO s A. H' .# EXPIRES:06/30/2015 April 22,2014 r A KAM MT-'Jeritydcs/ggn pemmeers az&REM MRS ON THIS AM matzo MOIEKREFERENCE Ma MIP-7473 rets,/f2812814 BEORDISE. s* 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's responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction a the responsibillity of the 1iTek' 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/7911 Quatty Criteria,DSB-89 and BCS!Building Component 7777 Greenback Lane,Suite 109 Safety Informafon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern.Fine 1/P)lumber is speclfredl:ti a lestgn values are these etfectltre 06/OS/201,3 by&SSC Job Truss Truss Type Qty Ply 58 j R41832530 PL14-90UP F09 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 0 Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:29 2014 Page 1 ID:j7axn40sHnThyaUAczwOszX1 UY-NgyL12j2fHmFYgbqv5phStLFYuG7KsvTsf96gCzOQTS I 2-6-0 I 0-5-6 I I 1-2-0 I I 1-7-2 Scale:1"=1' 11.5x3 II 2 3x4= 31.5x3 II 4 3x4= 51.5x3 II • N : . L, O N 1.-- V ��CCC e D e O {•d 1.5x3 11 /�� ` 9 6 7 6 3x4= 3x4= 3x4= I 3-0-14 �21 3-9-6 1 4-4-6 1 6-2-8 3-0-14 1- 0-7-0 0-7-0 1-10-2 Plate Offsets(X,Y): 14:0-1-8,Edgel,(8:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.02 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.03 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:29 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 9=267/0-2-8 (min.0-1-8),6=267/Mechanical FORCES (Ib)-Max.Comp./Max.Ten. All forces 250(Ib)or less except when shown. 10NIO TOP CHORD 2-3=-362/0,3-4=-362/0 BOT CHORD 8-9=0/423,7-8=0/362,6-7=0/362 rs...„.\\ 4,,,,, WEBS 2-9=-456/0,4-6=-424/0 {� '+YNOTES � C 1)Unbalanced floor live loads have been considered for this design. N 2)Refer to girder(s)for truss to truss connections. 4 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. 7� 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 'a49639' z 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 ( s be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard -ZONAL �' , ,13 PROPk- N5 ��yc'1NEF9 /q t. rY -w 870 2PE r' N 04 y '0�, QREs: N;;;„41,11\1 A. HE EXPIRES:06/30/2015 April 22,2014 4 t AWARNIM3-✓ererdes/in;araramtsrsNo'READ MITE GNTW78Ale AGO,'ED P4ITEKREFEREMEPAGE,fit.7473rec 1/29/29UBEM USE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. �£ Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the *� • erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 ifseuthetn Pine ISp)1umtrer in sprisified,the savage sralsr€s ant those effective 06/0312053 byA SC Job Truss Truss Type Qty Ply 58 i R41832531 PL14-90UP F10 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:30 2014 Page 1 ID:j7axn4OsHnThyaUAczwOszX1UY-r01AIWOjgQau6A AOSoKw_4uKNIS83Cjc4JufCezOQTR I 2-3'0 I 1 1-7-11 I I 1-2-0 11 1-4-9 1 1Fr0 1 Scale=1:26.9 1.5x3 II 3x5= 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 3x5= 1.5x3 I I 1 2 3 4 5 6 7 8 9 e e e /_\ o ® o e _ p - o N '1' e e e e e e 1' 14 13 12 11 i 3x4= 3x6= 3x6= 1.5x3 II 3x4= 3x4= 12-3-11 I 11-1-11 15-5-4 7-07-0 11-1-11 3-1-9 Plate Offsets(X,Y): 1.6:0-1-8,Edgel.f11:0-1-8,Edgel LOADING(psi) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.18 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.71 Vert(TL) -0.28 12-13 >663 360 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code IBC2012/fP12007 (Matrix) Weight:70 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 15=673/0-4-4 (min.0-1-8),10=673/0-2-12 (min.0-1-8) , FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. tslAIONIO stzt TOP CHORD 2-3=2121/0,3-4=-2121/0,4-5=-2434/0,5-6=-2434/0,6-7=-1775/0,7-8=-1775/0 BOT CHORD 14-15=0/1291,13-14=0/2467,12-13=0/1775,11-12=0/1775,10-11=0/925CP 000r WEBS 7-11=-417/0,2 15=-1416/0,2-14=0/910,4-14=-380/0,5-13=-274/0,6-13=0/820,8-10=-1112/0,8-11=0/1049 {J i 0 Nir NOTES co 6 i'`". 1 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. 4 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4 � 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 ''d49639 'k` be attached to walls at their outer ends or restrained by other means. Q25TER� LOAD CASE(S) Standard `r 0NAL r •Ats <c.�. 'GINE iii' kz 4:"t' 870 2PE c#Q/yC©S BER .#�, 4j,.OREGO -pA. H EXPIRES:06/3012015 April 22,2014 4 F KARta+L ..War'dexi7nparameters a 4 REMMIESCHMSAND IM.2U1E0N.TEKREFERENCE PAGE:'411.7473mg.I,f2S/2(ft4DERTJfEL E 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 responsibillify of the MiTek*erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 0YE 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 11 bn.sxhesaa Pine f'SPP aumk ev is speslfed,the design values o€e those effective 06/052/2019 byALSC Job Truss Truss Type Qty Ply 5B R41832532 PL14-90UP F11 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:39:30 2014 Page 1 ID:j7axn4OsHnmlyaUAczwOszX1 UY-rOVyWOjgQau6A_AOSoKw_4uPzIbT3Hwc4JufCezOQTR I 2-6-0 1 0-5-10 1 1 1-2-0 I I 1-6-14 1 Scale=1:16.4 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 0 \\-: 0 N 1r 9 e 83x4= 3x4= 304= 3x4= I 3-1-2 31-10 3-9-10 1 4-4-10 4r6-j 8-8-8 1 3-1-2 0-1-8 0-7-0 0-7-0 0-1-8 4-2-6 Plate Offsets(X,Y): 18:0-1-8,Edgel,19:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.18 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:40 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 10=377/0-2-12 (min.0-1-8),7=377/0-4-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 010N10 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 0CP o gf,Ag WEBS 2-10=-757/0,2-9=-28/290,5-7=-737/0 r '7 NOTES `�so 4'.. 'i-Q 1)Unbalanced floor live loads have been considered for this design. N 2)Provide mechanical connection(byothers)of truss to bearing plate at joint(s)10. ir. 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 d be attached to walls at their outer ends or restrained by other means. O£STE_--- LOAD CASE(S) Standard tSAl� � ,R1/40 PR Ore 87022PE r 4 N ycREGOL 2a Iti S�0 418E1 #'� �© A. HES EXPIRES:06/30/2015 April 22,2014 1 A P I c ma.®64R4NI -Ye,,^.'fyde=isars pardrin:trs a:l f Rr`-�7.ri P�`ISS 01r 7NIS AIdO F:bt'ItF`Efi�I7€K REfFfz'h�E P,9C�MYI 7.73�s 1,Z�A2f�PdLtl�: �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 responsiblity 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 theMiTek` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TPIl Qualify cdleda,DS11-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 1f Southern Pirie SSP)1vmtee is upecltlsd,the design tows are those efirxtive D5/03122015 tryALkC Job Truss Truss Type Qty Ply 5B R41832533 PL14-90UP F12 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:31 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-JD46jkklBuOzn71DOWr9XIQW2ipMofRmJzeDk4zOQTQ 2-6-0 I I 2-3-5 11 1-2-0 II 2-4-11 I 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 o o N ° e b 1 12 11 10 3x4= 3x8= 3x4= 3x4= 3x4= 10-8-13 11-5-5 I 10-0-5 10-j113 11-3-131 I 16-5-8 I 10-0-5 0--8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): f10:0-1-8,Edgel,f11:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 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(Ib)or less except when shown. yVONIO N TOP CHORD 2-3=-2476/0,3-4=-2476/0,45=-2549/0,5-6=-2549/0,6-7=-2549/0 BOT CHORD 12-13=0/1527,11-12=0/2827,10-11=0/2549,9-10=0/1522 0% 01 W/ WEBS 6-10=-319/0,2-13=-1648/0,2-12=0/1025,4-12=-379/0,4-11=-466/163,7-9=-1643/0,7-10=0/1116 C. NOTES � 0"Z VI 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)13. Ike 1 sl. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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 � 4963 ` be attached to walls at their outer ends or restrained by other means. 4 , .t:IS1'E LOAD CASE(S) Standard stONALG Ftt$Pe -� � F . / Cdti9 ° � 87022PE <' UD c -p �'oj;OREGO 9:5' _kr CI BER 1\ ` 4. H° EXPIRES:0&3012015 April 22,2014 _ r ANI/sa ®KA -Ve /ydes:Vnpucsoiaux torsdfl£,OhOT££ON7575ANT sS IMEDMIT£°fREFESTNtEWISEMIPL1413s>_c112912014SSR3I)EYYE „ 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 M�Te � erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quelfty Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95810 If Southern Pine(SP)lumber is speci€ed,tlne4.esign values ase Thaw effective 0001/101.3 byALSC Job Truss Truss Type Qty Ply 5B R41832534 PL14-90UP 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 15:39:32 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-nPeUx4IxyC8gPHKPaDNO3Vzcx55RX5zvYcNmHWzOQTP I-_ 2-3-0 -1 I 1-4-11 ii 1-2-0 ii 1-2-5 1 2-60 1 Scale:3/&=1' 1.5x3 II 3x6= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 I I 4x5 = 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 a e _ e 0 N � a e \\ C \� N o 1*g 15 14 13 12 7'f 3x4= 3x8 = 3x5= 3x4= 4x4= 3x4= 14-3-11 I 13-1-11 13-0-111 1 18-3-0 1 13-1-11 0-7-0 5-7-0 3-11-5 Plate Offsets(X,Y): 112:0-1-8,Edoel,f13:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.33 13-14 >651 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.85 Vert(TL) -0.53 13-14 >412 360 BOLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 OF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 16=797/0-4-4 (min.0-1-8),11=797/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. `,TOMO 44. TOP CHORD 2-3=-2664/0,3-4=-2664/0,4-5=-3503/0,5-6=-3503/0,6-7=-2556/0,7-8=-2556/0,8-9=-2556/0 !' BOT CHORD 15-16=0/1564,14-15=0/3297,13-14=0/3200,12-13=0/2556,11-12=0/1731 0c7//Ov WAS 4 WEBS 7-13=0/349,8-12=-534/0,2-16=-1715/0,2-15=0/1206,4-15=-695/0,6-14=-7/395,9-11=-1869/0,9-12=0/1118, Cy / .Q 6-13=-853/0 IJP, � ,c)1 f.NOTES �r N 1)Unbalanced floor live loads have been considered for this design. , 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 'Sr 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 'rt) 0 49639 4 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 :'jj 4f, �Si� 0 be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard '"10NALV iv&D PRQFF ,c.-. GIN-fig Sim 2 E jy �r87022Pr 'AC�© $ER 1� S= U7 4j, OREG0 SA. NE EXPIRES:06/30/2015 April 22,2014 I, f ®imp/mi.Verity design ra;ame rs;Ad REAP trims 0%/FRS AND MIMED PGT€K.RE€€R€NCE PACE/4117 473 ren.112912014 PE OPEUSE it 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 responsibility of the MiTek. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIT Qualify Crtieda,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If 5outtler�rn Pine¢'SPI lumber is specified,the design s&xres are those effeetiee 06PO5f2O1.3 byA SC Job Truss Truss Type Qty Ply 5B R41832535 PL14-90UP F14 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:39:33 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1UY-FbBs8QmZjVHh1Rub8xudcjWsmVXEGcZ3nG7JpzzOQTO I 2-0-0 I I1-10-1 I I 1-2-0 I I 2-5-3 Scale=1:21.0 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 1.5x3 I I 1 2 3 4 5 6 3x4= 7 • 0 N e e 1 11 10e 9 8 ' 3x4= 3x5= 3x4= 1.5x3 II 3x4= I 6-2-9 189-9 19-49 I 12-0-12 I 8-2-9 0-7-0 0-7-0 2-8-3 Plate Offsets(X,Y): 16:0-1-8,Edael.110:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.14 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.49 Vert(TL) -0.21 10-11 >670 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:54 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 12=525/0-2-8 (min.0-1-8),8=525/0-1-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. . 0j�j0 TOP CHORD 2 3=-1397/0,3-4=-1397/0,4-5=-1183/0,5-6=-1183/0 }s+j+ 1� BOT CHORD 11-12=0/887,10-11=0/1518,9-10=0/1183,8-9=0/1183 �% Oi WAS4r `Y WEBS 2-12=994/0,2-11=0/571,4-10=-443/3,6-8=-1277/0 1 AT Q NOTES ,- ,a k` 9'�, 1)Unbalanced floor live loads have been considered for this design. N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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 '6 49639 + be attached to walls at their outer ends or restrained by other means. Q� ' GIS' LOAD CASE(S) Standard 4VrONAL 1l) P''�p� pe � tiNC 'iN '41 s�Q,1,„. • 2PE / CD CV 5. / , 1'sv y �`' ti� 1.0t OREGO Tr, Flijz,EB AN 4 EXPIRES:06/30/2015 April 22,2014 6 1 ®W,Bft M,3-Vcrilyde_lignpismusemnandREAD WITS ON7NISA /MI ED HIM('REFERna PAGE MU 7473 mel/29/lf1dBFa7,EYSE .....r Design valid for use only with Mitek connectors.This design B based only upon parameters shown,and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the a��T�'1k!^ erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IYi l fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety InformatIon available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Sasazhwrn P4se(SP1tsxmtner isr oti,the designsuatuas are.theta effective oe/x3/201.3 by.MSC Job Truss Truss Type Qty Ply 5B R41832536 PL14-90UP FG1 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:34 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-kolEMlnBUpPYebTohePs8w26nvzq?7vC?wstLPzOQTN I 1-4-12 I 14-0 I 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 • T o N 7 \ 1s A 5 4 3x4= 3x4= I 2-11-12 I 2-11-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) 0.00 5 ***` 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.09 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.07 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/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 (Ib/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 ozorrrO ,� NOTES flcj oV WASSjj 1)Refer to girder(s)for truss to truss connections. 0 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. g ' -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 c,00 "' be attached to walls at their outer ends or restrained by other means. E 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)188 lb down at 1-5-2 on top chord. � The design/selection of such connection device(s)is the responsibility of others. `r 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). d 4,f 11 49-639 . 1 LOAD CASE(S) Standard 94 .0./ST" 0 0 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 S•1- AL'Z1 Uniform Loads(pit) Vert:4-5=-10,1-3=-100 Concentrated Loads(Ib) Vert:2=-188(F) —CD PRQF6-0 Co . GNw \ R 0�w y 87022PEr y O,, OREGO la�lt i CI 44SEFON aS A A. HE EXPIRES:06/30/2015 April 22,2014 4 4 ®t9ARNIIFJ.Ve'ydesignpaw ersassdREAD h TES ON 79ISAND T011/550NIT€SSsE€EFLFJEPAGE MIT7P73:ctrl/29/201485/535USE •• 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 MN is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek' fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPIl Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 IfSeutlsertr PimitSP)lumber iaslssufed,tlna design oatu.es are:x es .Oe/O3/a0a:a isyALhC Job Truss Truss Type Qty Ply 5B R41832537 PL14-90UP FG Floor Girder 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:33 2014 Page 1 ID:j7axn40sHnThtyaUAczwOszX1 UY-FbBsBQmZjVHh1 Rub8xudcWuGVbcGeL3nG7JpzzOQTO 1 1-6-0 I 1-5-10 I I 1-2-0 I I 1-4-14 I 2-6-0 I Scale:3/4"=1' 1.5x3 I I 1.5x3 I I 1.5x3 I I 1.5x3 II 1 23x4= 11 3 4 53x4 6 7777- 0 N e e e p 1d 9 e 8 3x4= �/ 3x4= LX] 3x4= 3x4= I 3-2-10 I 3-9-10 1 4-4-10 j 8-6-8 3-2-10 0-7-0 0-7-0 4-1-14 Plate Offsets(XX): (8:0-1-8,Edgel,f9:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) -0.04 9-10 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=497/0-2-12 (min.0-1-8),7=412/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten. All forces 250(Ib)or less except when shown. ,_Yt.TONTO TOP CHORD 2-11=-926/0,3-11=-926/0,3-4=926/0,4-5=-926/0 T-+ 44, BOT CHORD 9-10=0/669,8-9=0/926,7-8=0/771 oI3r WEBS 2-10=-804/0,2-9=0/327,5-7=-833/0,5-8=0/303i �( 'V(rs NOTES 0., , . 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)10,7. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/Mil. \\ ...ir /t 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% 39 f be attached to walls at their outer ends or restrained by other means. Q7fi4'4.. 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. ,fid, G The design/selection of such connection device(s)is the responsibility of others. S14NAL' 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live balanced):-lumber lner acc-4.80,Plate-Increasa=l-.00 (C(} PROF Uniform Loads(plf) 4\.' C?I�E S'S Vert 7 10=-8,1-6=-80 �C�5 �� FR °'S' Concentrated Loads(Ib) Vert:11=-169(B) £,>; 870 2PE r" y(P — N -0„,.. OREG N ria 1U .0, 413E8 4% e- - A. H'ER � EXPIRES:06/30/2015 April 22,2014 WAR#/Tti S-Verer design paraaw tors 3,d REAS 17€S ON 1H11SAN& ,/11CLUDE0 MIMIC 6SFER€I`ve PAGE tar 7 473 tc c.I/25/2014 DEMME 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 rthe 'le _ erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Crieda,DSB-89 and!SCSI Buiding Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 €180 412nsPls'w(SM)Melee is specifies,the design values are those elective 06/o1f2O3.3 by MSC Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 (Drawings not to scale) offsets are indicated. Damage or Personal Injury r�� Dimensions are in ft-in-sixteenths. liTik Apply plates to both sides of truss 1 23 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 0.7/,�, 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves 0 4 may require bracing,or alternative Tor I _ O iliiiiiite41 pbracing should be considered. �_� O 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. Provide ies of his truss ign to the ng For 4 x 2 orientation,locate ~ c�e C6-7 cs e 4 designer,erecti ntsupervisorr,,sproperty ownerand plates 0-14 '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 *Plate 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,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR 1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR 1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION • 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that / Indicated by symbol shown and/or SYP represents values as published specified. by AWC in the by text in the bracing section of the SP approved/new 2005/2012NDS represents ALSC appe values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. *IL Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. IMUNIMr reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. IMMO 18.Use ofreen or treated lumber may y pose unacceptable ►= environmental,health or performance risks.Consult with Industry Standards: ANSI/TPiI: National Design Specification for Metal project engineer before use.19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, M iTek6 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI,copies of which will be furnished upon request GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown.Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with Joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988(MiTek). w 0 OD PROPp•s, p GI $, ' 1 ` .A * �`_ r' *It I e - 44,ktisTre-' r() ( f 1,x . EXPIRES 6130/i 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.10=(-958) 2635 3-10=(-318) 336 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3=(-3001 1231 10-11=(-697) 2186 10- 4=(-120) 564 WEBS: 2x4 KDDF STAND 3- 4=(-2717) 1165 11.12=(-716) 2136 4-11=(-785) 486 LOADING 4- 5=(-1912) 966 12- 8=(-960) 2567 11- 5=(-551) 1293 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1912) 966 11- 6=(-785) 486 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2717) 1165 6-12=(-120) 565 TOTAL LOAD = 42.0 PSF 7- 8=(-3001) 1231 12- 7=(-318) 336 OVERHANGS: 10.0" 10.0" 8- 9=( 0) 42 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 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 BAG AREA M,M2OHS,M18HS,M16 =MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -276/ 1775V -226/ 226H 5.50" 2.84 KDDF ( 625) 40'- 0.0" -276/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) )GOND. 2: Design checked for net(-5 sof) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111' MAX LL DEFL = 0.178' @ 20'- 0.0' Allowed = 1.954' MAX TL CREEP DEFL = -0.330" @ 20'- 0.0' Allowed = 2.606" MAX LL DEFL = 0.001' @ 40'- 10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = 0.070" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.117" @ 39'- 8.5" DESIGN ASSUMES MOISTURE CONTENT DOES 20 00 20-00 NOT EXCEED 19%AT TIME OF MANUFACTURE. '1' T '' Design conforms to main windforce-resisting 7-00-05 6-05-13 6-05-13 6-05-13 6-05-13 7-00-05 system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 Q 6.00 load duration factor=1.8, 4.0" Truss designed for wind loads 5 -r' in the plane of the truss only. M-5x6( ) M-5x6(5) 3.1' 0.25" 0.25" co fig, o� 4 a > 5x414\ AM -1.5"0 0 co co f- V -d 0 70 1 T 12ill . 0 . \ o o M-3x8 M-3x4 .25' M-5x8(S) M-3x4 M-3x8 0 ) ,k 1 ,k , y y y 10-03-04 j 9-b8-12 9-08-12 10-03-04 y y 0-10 1 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NDN Al Scale: 0.1552 .( �o pN QPE S's, WARNINGS: GENERAL NOTES,unless otherwise noted: jj '�„iy 1.Builder and erection con ctorelould be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual 4t. !L 0 A E f"- Truss: Al and Warnings before co stru o commences. building component.Applicability of design parameters and proper 2.2x4 compression web br ring test be installed where shown+, Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing h insure stebipty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of Urs ere-•r Additional permanent bracing of continuous sheathingsuch asplywood sheathin C and/or d gg W' nggR ) rywall(eC). deft. DATE' 7/1 1/201 4 the overall structure is the res•• ibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -40 '" 4.No load should be applied to a ytomponent until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. (��E(a(�(,J SEQ. : 5992791 fasteners are complete abd at o time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, f••. ! 'it` ,` TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. / �5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if © 14, 4'?4 t fabrication,handling, necessary. / ?E1(1.-`'- shipmentarW installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII II II III I I III VIII VIII IIII IIIITPINVTCA In BCSI,copies of which will be furnished upon request. indicate coincide with joint centertines. 9.Digits a size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXP)RES.12/31/2015 #lllllll0l This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C v1 00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 v ' BC: 2x4 KDDF #1&BTR 2-. 2=( 0) 42 2.13=(-1422) 2605 12- 3v( 0) 2919 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 3=(-3048) 1745 12-13=(•1422) 2605 3.13=(•547) 259 3. 4=(-2505) 1688 13-14=(-1231) 2235 13- 4=(-102) 534 LOADING 4- 5=( -597) 766 14.15=(-1231) 2235 13- 6=(-348) 150 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1683) 1035 15-16=(-1449) 2605 14- 6=( 0) 311 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=1 •481) 778 16-10=(-1447) 2608 6-15=(-348) 150 TOTAL LOAD = 42.0 PSF 6- 8=(-1683) 1035 8-15=(-102) 534 7- 8=( -597) 766 15- 9=(-547) 259 NOTE: 2x4 BRACING AT 24"OC UON. FOR ''' LL = 25 PSF Ground Snow (Pg) 8- 9v(•2505) 1688 9-16=( 0) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-10=(-3048) 1745 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 10.11=) 0) 42 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 10.0" 10.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE MIN. SPECIES 625)vertical members (son). 0'- 0.0' -460/ 1775V -197/ 197H 5.50" 2.84 KDDF Unbalanced live loads have been 40'- 0.0" -460/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) considered for this design. Connector plate prefix designators: ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.) C,ON,018,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M20HS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.001" @ 0'••10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10,0" Allowed = 0.111' MAX LL DEFL = 0.235" @ 22'- 7.4" Allowed = 1.954" MAX TL CREEP DEFL = -0.334' @ 20'- 0.0' Allowed = 2.606° MAX LL DEFL = 0.001' @ 40'- 10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.098' @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.123" @ 39'- 6.5° 17-11-11 4-00-10 17-11-11 DESIGN ASSUMES MOISTURE CONTENT DOES T T 1' T NOT EXCEED 19%AT TIME OF MANUFACTURE. 7-03-04 6-05-04 4-00 ,..00-05 4-03-03 6-05-04 7-03-04 Design conforms to main windforce-resisting -03-05 '' I I I system and components and cladding criteria. 14-00 14-00 Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1 1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M-4x6 M-4x6 12 load duration factor=1.6, 6.00 7 5_, M-3x8, , 7 /- Q 6.00 9 Truss designed for wind loads o in the plane of the truss only. M-4x6 - M-4x6 M-5x6(5) "' $ w M-5x6(S) 0 0.25" 0.25" of 3 COSt O f7 ot 9 weiro 12 13 14 T 15 16 Si o o 1M-3x8 M-1.5x4 M-3x8 0.25" M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) J., i' y ), y ), y y , 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 , , 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH7 Scale: 0.1547 N.��00 N°P�y��s,� WARNINGS: GENERAL NOTES,unless otherwise noted: / R -. AH7 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 ,097 . ill 6 ice,. Truss: AI 17 and Warnings before construction commences. building component.Applicability of design parameters and proper LL 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. ,,+ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,r i. DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood where and/or drywal BC). AMPW ,,f,,�� , DATE: 7/11/2014 the overall structure is the responsibility of the building designer, 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON /ti SEQ. : 5992792 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �` /� >k ,& TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. /� 'y o� 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if CJ 1 4, 4'..' fabrication,handling, necessary. ,. ` shipment and Installation of components. 7,Design assumes adequate drainage is provided. R.R 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ri 1111111111111111111111111111 IN III IIIITPINJTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:121311201 rJ IO11111111111111111111This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 818BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-12=)-1076) 2619 12- 3=( 0) 291 BC: 2x4 KDDF #18BTR SPACED 24.0" 0.C. 2- 3=(-3057) 1363 12.13=(-1078) 2616 3-13=(-534) 316 WEBS: 2x4 KDDF STAND 3- 4=(-2492) 1266 13.14=( -957) 2433 13- 4=(-267) 708 LOADING 4- 5=( 0) 0 14.15=( -957) 2433 13- 6=)-540) 250 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF 4- 6=(-2136) 1206 15-16=(-1130) 2616 14- 6=( 0) 311 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10,0 PSF 6- 8=(-2136) 1206 16-10=(-1128) 2619 6-15=(-539) 250 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 8-15=(-268) 708 8- 9=(-2492) 1266 15- 9=(-534) 316 NOTE: 2x4 BRACING AT 24°OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-3057) 1363 9.16=( 0) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED , 10.11=( 0) 42 1 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE j LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 10.0" 10.0" , THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 1 LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 01- 0,0" -319/ 1775V -156/ 156H 5.50" 2.84 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 40'- 0.0" -319/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 ssf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ O'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'--10,0' Allowed = 0.111" MAX LL DEFL = 0.209' @ 26'- 0.0' Allowed = 1.954" MAX TL CREEP DEFL = -0.358" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.083" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.127" @ 39'- 6.5" j DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 15-11-11 8-00-10 15-11-11 T ( 1' Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-03-04 6-05-04 2-00-0S 4-00-05 4-00-05 -03-03 6-05-04 7-03-04 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), oad duration factor=1.6, Truss designed for wind loads 14-00 14-00 in the plane of the truss only. 12 M 4x6 5 7 4x6 12 4 7M-3x8 Q 6 .00 M-5x8(S) 6.00 �. MN M-5x8(S) 0.25" 0.25" 0 1 m v +. + wt/ 0 0 0 1% 12 13 14 T 1 s 16 ...Si o M-3x8 M-1.5x4 M-3x8 0.25" M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) y y y y 1• ), 1- 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 y y y y 0-10 40-00 0-10 P Ft Opp. JOB NAME : POLYGON PLAN 5-6 NH AH6 Scale: 0.1547 .c�'R �N `��'o WARNINGS: 1 GENERAL NOTES,unless otherwise noted: Gym • llf f E - 1.Builder and erection contractor outd be advised of all General Notes 1.This design Is based only upon the parameters shown end is for an Individual 4C- f�Gh®, 1-- Truss: -+ and Warnings before construction commences: building component.Applicability of design parameters and proper /�,r- T r u s s: AH 6 Incorporation of component Is the responsibility of the building designer. /' 2.2x4 compression web b acing mast be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary br4cing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their lennggth by "Amp- DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaa(BC). DATE: 7/11/2014 the overall structure Is Ore responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ N �[` 4.No load should be appli d to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. yOREGON v,/ SEQ. : 59927 93 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, .if oN and are for"dry condieon"of use. f'' design loads be applied to any component. ty, TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing u all supports shown.Shim or wedge if Q 14 necessary. f+R Aly. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 4j'ft. 1.- 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both feces of truss,and placed so their center 1111111111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincide with joint aIn nche. 9.Digits oncide size oplate eIninches.In . 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 innThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" TC: 2x4 KDDF H18BTR IBCMAX 1O=(-R 1)FORCES 4W-/3=) 0).20 LOAD DURATION INCREASE = 1.15 1- 3=( 0) 42 2-10=(-931 2619 13. 1c 0) 2918 BC: 2x4 KDDF BTR SPACED 24.0° O.C. 2- 3,1-3057) 1165 10.11=(-933; 2616 3.11=�-534) 368 WEBS: 2x4 KDDF STAND 3- 4=(-2492) 1038 11.12=(-698) 2433 11. 4=(-241) 708 LOADING 4- 5=(-2136) 1015 12-13=(-698) 2433 11. 5=(-527) 203 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=(-2136) 1015 13.14=(•957) 2616 12. 5=( 0) 311 BC LATERAL SUPPORT r= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2492) 1038 14- 8=(-955) 2619 5-13=(-527) 203 TOTAL LOAD = 42.0 PSF 7- 8=(-3057) 1164 6.13c(•241) 708 8. 9=( 0) 42 13- 7=(-534) 368 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 7.14c( 0) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0' 10.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -247/ 1775V -155/ 155H 5.50" 2.84 KDDF ( 625) Connector plate prefix designators: 40'- 0.0" -247/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for nett-5 5sf) uplift at 24 'oc mei.9.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10,0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'•-10.0" Allowed = 0.111" MAX LL DEFL = 0.179' @ 20'- 0,0' Allowed = 1.954" MAX TL CREEP DEFL = -0.358" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = 0.076" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.127" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 13-11-11 12-00-10 13-11-11 load duration factor=l.6, Truss designed for wind loads T in the plane of the truss only. 7-03-04 6-08-07 6-00-05 6-00-05 6-08-07 7-03-04 f. 1' 12 12 6.00 I . M-4x6 M-4x6 A- I M-3x8 Q6.00 M 5x8(S) M-5x8(S) 0.25" 0.25" 4 III II IVA � v 3 O ••0••i••A i i i iii09, w M c, cs f7 o 1• 110 11 ie 13 14 ..yr` o o M-3x8 M-1.5x4 M-3x8 0.25° M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) 1, 1, y ; y ), y , y 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 , y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH5 Scale: 0.1547c' " G N�pF�cos, WARNINGS: GENERAL NOTES,unless otherwise noted: / T0. 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 (Y(W� 7A'2. ��y®.pp Truss: AH 5 and Warnings before construction commences. building component.Applicability of design parameters end proper GGGG !' 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibitty of the building designer. 3.Additional temporary bracing to insure stability during construction 2. ' 'Design assumes the top and bottom chords to be laterally braced at r � DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of 2o.c.and at 10c.c.respectively unless braced throughout their length by �,r, I� the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)shown and/or drywall(BC). 00019, J'/a4. DATE: 7/11/2014 P ty 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 I�' SEQ. : 5 992794 q 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,' TL A (xcF TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. ,, 7yY ��, 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes hill bearing at all supports shown.Shim or wedge if Q 14 2 1+N fabrication,handling,shipment and Installation of components. necessary. / v2 T 6.This design is furnished to the imitations set forth 7.Plates assumes adequate onne bothdraface is provided., '✓! ) � SV•+ III VIII VIII IIII VIII IIII IIII IIII IIII 9 subjectby 6.Plates shall be located faces of truss,and placed so their center TPINYTCA In BCSI,copies of which will be furnished upon request. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E lines coincide with joint center Anes. 9.Digits indicate size of plate in Inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTeQ E}(PI{ ES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-14=(-1134) 2587 3.14=(-135) 235 BC: 2x4 KDDF N16BTR SPACED 24.0" O.C. 2- 3=(-3022) 1414 14-15=(-1211 3183 14- 4=(-296) 899 WEBS: 2x4 KDDF STAND 3. 4=(-2812) 1314 15-16=(-1289) 3398 14- 6=(-976) 443 LOADING 4- 5=( 0) 0 16-17=(-1264) 3183 6.15=) -32) 304 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF 4- 6=(-2455) 1236 17.12=(-1187) 2587 15- 7=(-197) 130 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3285) 1508 7-16=(-197) 130 TOTAL LOAD = 42.0 PSF 7- 8=(-3285) 1508 16- 8=( -32) 304 8.10=(-2455) 1236 8-17=(-976) 443 NOTE: 2x4 BRACING AT 24"OC EON. FOR , LL = 25 PSF Ground Snow (Pg) 9.10=( 0) 0 10.17=(-296) 899 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-2812) 1314 17-11=(-135) 235 I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-3022) 1414 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=) 0) 42 OVERHANGS: 10.0" 10.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series 0'- 0.0" -304/ 1775V -111/ 111H 5.50" 2.84 KDDF ( 625) 40'- 0.0" -304/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) ICOND. 2: Design checked for net(-5 asfl uplift at 24 "oc ssacing.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.273' @ 20'- 0.0' Allowed = 1.954" MAX TL CREEP DEFL = -0.495' @ 20'- 0,0' Allowed = 2.606" MAX LL DEFL = 0.001' @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.094" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.146" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 11-11-11 16-00-10 11-11-11 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T T T T (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), 5-01-08 4-07 2-10-06 5-01-12 5-01-12 2-10-091 4-07 5-01-08 load duration factor=l,6, 1' '' �1 1' '1 2-03-0 1 1' T Truss designed for wind loads 03-0 333 in the plane of the truss only. 10-00 10-00 12 5 M-5x6(5) g 12 6.00 p M-4x6 M-3x4 M-4x6 M-136x4 7 0.25" 6 g 4 s.00 ... yo M-1.5x3 M-1.5x4 ro - CD CD v 1zvxm Ma_, 0 .. 3 4 o M-3x8 M-3x8 10.25" 0.25'1 M-3x8 M-3x8 0 M-5x6(S) M-5x6(S) y y 1, y ), 1, 9-06-12 7-00-01 6-10-05 7-00-01 9-06-12 y y y y 0-10 40-00 0-10 0 Pe JOB NAME : POLYGON PLAN 5-B Nei AH4 Scale: 0.1547 ��,s'��N sr,A- WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection co trades heuld be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual t1- !' 2 S M E: 1'' Truss: AH4 and Warnings before c4nstructiin commences, building component.Applicability of design and proper • 2.2x4 compression web btadng rribst be installed where shown+. Incorporation of component is the responsibility of the buildingdesigner. 0.• 3.Additional temporary brining to sure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at41 2'o.c,and at 10'o.c.respectively unless braced throughout their lenggth by • DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2o Impact bridging or lateral bracing required where shown++ 4 Cr to SEQ. : 5992795 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 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.. uh' A design loads be applied to any component. end are for"dry condition"of use. z" '�1+ 14 rZO \.-k-; TRANS I D 403334 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge If V A necessary. .VIE.+'7�R ILL 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 IIIIII II II VIII III I VIII VIII VIII IIII IIIITPINJTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center tines. 9.Digits indicateociti size of cinches. nes. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10. iFor basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111III Illi This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 42 2-13=(-1012) 2587 3.13=(-136) 307 BC: 2x4 KDDF #1&BTR SPACED 24.0° O.C. 2- 3=(-3022) 1237 13.14=) -974) 3183 13- 4.(-275) 899 WEBS: 2x4 KDDF STAND 3. 4=(-2812) 1094 14-15=(-1050) 3398 13- 5=1-976) 397 LOADING 4- 5=(-2455) 1044 15-16=(-1012) 3183 5-14=) -43) 304 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3285) 1278 16-11=(-1044) 2587 14- 6=1-192) 143 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-3285) 1285 6-15=(-192) 133 TOTAL LOAD = 42.0 PSF 7- 9=(-2455) 1061 15- 7=1 -35) 304 8- 9=( 0) 0 7-16=(-976) 389 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-2812) 1112 9-16=(-269) 899 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11={-3022) 1247 16.10=(-136) 293 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=( 0) 42 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 10.0" 10.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0' -241/ 1775V -111/ 111H 5.50' 2.84 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 40'- 0.0' -245/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) ICOND. 2: Design checked for net(-5 asf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.246' @ 20'- 0.0' Allowed = 1.954' MAX TL CREEP DEFL = -0.495° @ 20'- 0.0" Allowed = 2.606' MAX LL DEFL = 0.001' @ 40'- 10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0' Allowed = 0.111" MAX HORIZ. LL DEFL = 0.088' @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.146" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 0-06-08 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9-11-11 19-09-05 10-03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 5-01-08 4-10-03 4-10-09 5-01-12 5-01-12 4-07-04 � 4-07 5-01-08 Truss designed for wind loads f in the plane of the truss only. 10-00 1' T 12 12 f- 6.00 p M 4x6 M- x4 5 6 0.25" M-9x4 B M-4x6 a 6.00 1, y v M-1.5x3 M-1.5x4 r� O ._. 01d , N Lo MO M O /- /- o "' a\Aii E ... 2 4 v b 13 4 115 16 0 o M-3x8 M-3x8 .25" 0.25' M-3x8 M-3x8 0 M-5x6(S) M-5x6(S) ), y 1, y y ), y y 9-06-12 7-00-01 6-10-05 7-00-01 9-06-12 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - BH3 Scale: 0.1481 �5ROpL- * ¢AGN 61 WARNINGS: GENERAL NOTES,unless otherwise noted: v"fy 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' 41, E ' Truss: BH3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by .,,rte is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). a"s"p DATE 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ (r SSE �1 C t1 '7 C 4.No load should be apptied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ',7" OREGON 44 E Q. : 5992!96 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, i„ 41 „nth design loads be applied to any component and are for"dry condition"of use. ��,. �('y S TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q�s 14 fabrication,handling,shipment and Installation of components. necessary. "� '� 7.Designlaesassumes adequate othdrainage I of sa. t� fl' (iW�,.. 6.This design is furnished subject to the[irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII III I IIID IIII VIII IIII IIII TPI WiCA in BCSI,copies of which will be furnished upon request. Digit coincide with joint acenter lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 I FIN This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1. 2=( 0) 42 2-13=(-1214) 2654 3-13=( -13) 272 2x6 KDDF #1&BTR T2 SPACED 24.0" 0.C. 2- 3=(-3102) 1424 13-14= -2120) 5340 13- 4=( -309 975 BC: 2x6 KDDF #1&BTR � 3- 4=(-3143) 1441 14-15=(-2516) 6278 13- 6=(•2713 1079 WEBS: 2x4 KDDF STAND I LOADING 4- 5=( 0) 0 15.16=(-2516) 6278 6-14=( -51) 491 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2796) 1339 16-17=(-2432) 5740 14- 7=( -945) 423 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-5392) 2262 17.18= -1207) 2684 15- 7=( 0) 258 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-5741) 2555 18-11=(-1204) 2686 7-16=( -596) 200 8- 9=(-2744) 1321 16- 8=( -11) 311 LL = 25 PSF Ground Snow (Pg) 9-10=(-2748) 1332 8.17=(-3796) 1672 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10.11=(-3111) 1425 17- 9=( -913) 2127 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=( 0) 42 17.10=( -354) 293 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10.18=( 0) 180 OVERHANGS: 10.0' 10.0° BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -289/ 1775V -118/ 118H 5.50" 2.84 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 40'- 0.0" -250/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series [OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.536' @ 19'- 6.0' Allowed = 1.954" MAX TL CREEP DEFL = -0.975" @ 19'- 6.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed 0.111" MAX HORIZ. LL DEFL = -0.097" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.148° @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 7-11-11 ! 16-10-08 4-10-13 10-03 Wind: 140 mph, h=21,7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, TI T T T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(D1r), 3-00-12 05-0- 4-03-15 , 7-02-06 5-07-11 4-07-05 4-07-06 5-07-10 load duration factor=l.6, T / >( f f f f Truss designed for wind loads 2.05 1 in the plane of the truss only. 6-00 12 12 M-4x6 12 6.00 V 6,00 1 . 4 0" D s.00 9 1.1%115 A- M-5x16.M-5x6 M-3x8 M-3x8 1.01-3x4D-3x4 0 o M-1.5x4 .,. T2 _ riy CN t v + v �r.ma 39 a�B_�L� e 2 v 13 '14 15 'f 1,6 17 18 -7..4%2 '� o o M-3x8 M-4x12 0.25"' M-1.5x4 0.25' M-5x12 M-1.5x4 M-3x8 0 =M-8X8('.) =M-8x8(S) J' J' ly y y y ), y , , 5-04-12 7-02-06 6-10-14 5-04-03 4-10-13 4-09-02 5-05-14 , y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NI-1 . 6H2 Scale: 0.,48, �� N EL. WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor sl(ould be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual �` v 42 0 �.. ® E f Truss: BH 2 and Warnings before co stru or(commences. building component.Applicability of design parameters and proper 2.254 compression web bracing LLst be installed where shown+, incorporation of component Is the responsibility of the building designer. > � 3.Additional temporary breping b insure stability during construction 2. 'Design assumes the top and bottom chords to be laterally braced at' respectively DES. BY: BS2o.c.and at 10o.c.respectvely unless braced throughout the r length by Is the responsibility of the ere .r,Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or d I DATE• 7/11/2014 the overall structure is the res..risibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ .� 7,CC � 4.No load should be applied to a,y component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7 g_OREGON `./ SEQ. : 5 992797 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L '70" Q. A. design loads be applied to any component. and are for"dry condition"of use. q y TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.and assumes full bearing at all supports shown.Shim or wedge if V 1 , �� necessary. 4 R R N. fabrication,handling,shipment installation of components. 7.Design assumes adequate drainage is provided. 1. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII I II VIII II I VIII III'IIII II IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. git cindicat with joint anr lines. If 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 1111IIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 40-00-00 GIRDER SUPPORTING 6-00-00 FROM 12-00-00 TO 19-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2= 2x6 KDDF #18BTR T2 ( 0) 42 2.12=( -958) 5580 3-12=( -120) 766 9.17=(0) 138 BC: 2x6 KDDF #18BTR 32- - 3=( -6484) 1158 12-13=(-2356) 12824 12- 4=( -390) 2390 WEBS: 2x4 KDDF STAND LOADING 3- 4=( -6788) 1218 11432 14=(-2778) 15096 12- 5=(-7208) 1432 LL = 25 PSF Ground Snow (Pg) 4- 5=( -6064) 1108 14-4-15=(-2778) 15096 5.13=( -330) 2050 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 40'- 0.0" V 5- 6=(-13056) 2488 15.16=(-2114) 12140 13- 6=(-2176) 410 TC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 12'- 0.0" V 6- 7=(-12140) 2210 16.17=( -754) 4772 14- 6=( -310) 1738 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 50.0)+DL( 54,0)= 104.0 PLF 12'- 0.0" TO 19'- 0.0" V 7- 8=( -5222) 946 17-10=( -752) 4772 6.15=(-3278) 800 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 19'- 0.0" TO 40'- 0.0" V 9. 9=( -5218) 952 15- 7=( -258) 1390 NOTE: 2x4 BRACING Al 24'OC UON. FOR 9.10=( -5482) 926 7.16=(-8536) 1596 ADDL: BC CONC LL+DL= 841.0 LBS @ 11'- 8.0" 10-11=( 0) 42 16- 8=( -750) 4348 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 1384.0 LBS @ 19'- 6.0' 16- 9=( -300) 328 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 10.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD, TOP 0'- 0.0' -629/ 3446V -118/ 1186 5.50" 5.51 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 40'- 0.0" -507/ 2917V 0/ OH 5.50" 4.67 KDDF ( 625) 8,82086,M18HS,M16 = MiTek MT series ( 2 ) complete trusses required. 'COND. 2: Design checked for net(-5 Psfl uplift at 24 "oc spacing.' ** HANGER BY OTHERS TO APPLY CONC. Join together 2 ply with 16d Common nails staggered at VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 top chords, LOAD(S) EQUALLY TO ALL MEMBERS. 9' oc in 2 rows) throughout 2x6 top chords, MAX LL DEFL = 0.000' @ O'--10.0° Allowed = 0.083" 9" oc in 2 rows throughout 2x6 bottom chords, MAX TL CREEP DEFL = -0.000" @ O'-•10.0" Allowed = 0.111" + Laterally brace to roof diaphragm. 9' oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL = 0.401" @ 19'- 6.0" Allowed = 1.954" MAX TL CREEP DEFL = -1.255' @ 19'- 6.0" Allowed = 2.606" MAX LL DEFL = 0.000" @ 40'- 10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.000" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.070" @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.166" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TC0L=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 5-11-11 18-10-08 4-10-13 10-03 Truss designed for wind loads f3-00-122-10-15 6-03-15 7-02-06 5-07-11 4-07-05 4-07-06 5-07-10 in the plane of the truss only. 12 12 12 6.00 6.00 p M-4x6 Q 6.00 8 4.0' o M-5x6 M-3510 M-36)(10 M•5x16�! M-3x4 f o M-1.5x4 0 .... n 341411 + + -1---'-----';-------'--,.. -4114- illill cp c7 o 0°7 ill M 3x6 N m 12 19 T ��1-4 ,� 15 I 16 17 .1 o o M-3x8 M-5x12 0.25" M-3x6 0.25" M-5x12 M-1.5x4 0 M18HS 7x14(S) ** M18HS-7x14(5) li,841# 1384# (,)71,p 5-04-12 7-02-06 6-10-14 5-04-03 4-10-13 4-09-02 5.05-14 Oy1p JOB NAME :°-POLYGON PLAN 5-B NH - BH1 40-00 0-10 to PR©.Ees Scale: 0.1481 ' 4 GINE' ofA� fil 0 WARNINGS: GENERAL NOTES,unless otherwise noted: "V 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual I '9 '. Truss: BH 1 and Warnings before construction commences. building component.Applicability of design parameters and proper ��N 1 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibifty of the building designer. DES. BY: BS 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: 7/11/2014 the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �r Y , 9 3.2x Impact bridging or lateral bracing required where shown++ 4 a' 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. : 5992798 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, y OREGON 1,,,, � TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. 'O ' "' 1 o 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 " 2 �`�-. fabrication,handling,shipment and installation of components. necessary. 44/" . ,ry- 6.This design is furnished subject to the limitations set forth 7.Design assumes adequate drainage is truss, provided. q f.y I I.V V I IIIIII II II VIII IIII VIII VIII IIII IIII IIIIby 8 Plates shall be located on both faces of truss,and placed so their center n TPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For ba9.Digits sic connecto size of ate desiglate in nches. values see ESR-1311,ESR-1988 P 9 (MiTek) EXPIRES:12/31/2015 I IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.15=(-1878) 3991 15- 3=(-353) 977 12.23=(0) 242 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4625) 1974 15.16=(-1549) 3653 3-16=(-721) 416 WEBS: 2x4 KDDF STAND 3- 4=(-3338) 1493 16.17=(-1176) 2930 16- 4=( -19) 289 LOADING 4- 5=(-2840) 1382 17.18=(-1056) 2757 4.17=(-519) 279 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 19.20=( 0) 0 17- 5=(-400) 969 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2481) 1295 18.20=(-1045) 2776 17- 7=(-640) 312 TOTAL LOAD = 42.0 PSF 7- 8=(-2785) 1416 20-21=(-1031) 2727 7.18=(-153) 492 8- 9=(-2797) 1389 21.22=(-1092) 2794 18- 8=(-182) 325 NOTE: 2x4 BRACING AT 24'0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-11=(-2288) 1229 22-23=(-1136) 2635 20- 8=1.665) 315 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 0 23.13=(-1134) 2638 8.21=( -75) 153 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-2643) 1300 21- 9=( 0) 216 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=(-3077) 1361 9.22=(-710) 315 OVERHANGS: 10.0" 10.0" 13.14=( 0) 42 11.22=(-284) 807 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 22.12=(-385) 243 Connector plate prefix designators: ! AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. C,CN,C18,CN18 (or no prefix) = CompuTrus, IncBEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -308/ 1775V -133/ 133H 5.50" 2.84 KDDF ( 625) 40'- 0.0' -309/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) [COND. 2: Design checked for nett-5 osfl uplift at 24 "oc soacing.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'•-10.0" Allowed = 0.111" '.. MAX LL DEFL = 0.260" @ 16'- 6.2" Allowed = 1.954' MAX TL CREEP DEFL = -0.466" @ 16'- 6.2" Allowed = 2.606" 0-01-05 MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = •0.001" @ 40'- 10.0" Allowed = 0.111° 13-11-11 12-00-10 13-11-11 MAX HORIZ. LL DEFL = -0.122" @ 39'- 6.5" 2-09 4-05-12 4-05-12y 1 -05 04 6-01-042j,-03-01? 6-03-04 MAX HORIZ. TL DEFL = 0.188' @ 39'• 6.5" T T T 2'-0 -0 f 13-04-13 I 5-05-04 DESIGN ASSUMES MOISTURE CONTENT DOES 12-00 12.00 NOT EXCEED 19%AT TIME OF MANUFACTURE. I T Design conforms to main windforce-resisting 12 IM- 81x410 12 system and components and cladding criteria. 6.00 M-4 6 7 M-1X8 M- X4 1 M-4x6 Q 6.00 Wind: 140 mph, ht, TCDL=4.2,BCDL=5,0, ASCE 7-10, (All Heightsts)),, Enclosed, Cat.2, Exp.B, MWFRS(Dir), - load duration factor=1.6, ,r M 3x44 2-3x4 inOss thedplaneeoffor thewind truss0ads only, o + %M-4x4 3 ` M-3x8 co o N o M-3X8 �� !_- o f-a' o'er ' 1 - 5 16 17 18 aft.x--- _� "- 9 .--a�4 o 0 0 o M-5x8 M-3x4 M-3x8 ',M-gX6 20 0.2?' M 3x8 M-12 35x4 0 0 o M-3x4+ M-4x10 M-3x4+ 1.89 M-5x6(S) - 2.75 12 12 oe-1 y ), y 3-091 - y y y y y , y-05-0$ 4-05-12 4-07-08, 1,08-02 6-03- 06 6-01-04 5-05-04 6-01-08 Y 0-1,9 2-0005-08 11-11 ,2-00 23-07-08 0,10 14-04-08 25-07-08 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B Nhi AH5C �c CN ' Scale: 0.1332 / WARNINGS: GENERAL NOTES,unless otherwise noted: - f•4 ,j// "f� 1.Builder and erection Co tractors hould be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �• ""z®9 E t"' Truss: AH5C and Warnings before c nstrurti4n commences. building component.Applicability of design parameters and proper 2.2x4 compression web acing must be Installed where shown+, Incorporation of component is the responsibility of the building designer. ,r' . 3.Additional temporary b ting o nsure stability during construction 2.Design assumes the top and bottom chords to be lateraly braced at ' 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth by °, "' DES. BY: BS is the responsibility oft a era Kao Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall$C). - DATE: 7/11/2014 the overall structure Is a respdnsibility of the building designer. 3.2x Impact bridging or lateral braang required where shown=' S C n" C nn n�9^ 4.No load should be app ed to an)i component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. •ATL OREGON of �1h �44 SEQ. : 5996 9 fasteners are complete and a no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. and are for"dry condition"g use. .O-."I)'' 14_, SC) 4 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.neceDesissary.assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and Installation of components. ry �' p fl 1 p P 7.Design assumes adequate drainage Is provided. "^Ci ri`�1'- 6.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center IIIIII 11 11 VIII KM VIII VIII 111 IIII TPIMlTCA In BCSI,copies of which will be furnished upon request. git cInd cat with Joint center liche. 9.DigitssIndicate size of tplate 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 (VIII illi This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.13=(-1439) 3991 13- 3=(-298) 977 9-20=(-264) 807 BC: 2x4 KOOF #1&BTR SPACED 24.0" 0.C. 2- 3=(-4625) 1712 13.14=(-1329) 3653 3.14=(-721) 386 20-10=(-387) 302 WEBS: 2x4 KDDF STAND 3- 4=(-3338) 1292 14-15=(-1028) 2930 14- 4=( -14) 289 10-21=) 0) 242 LOADING 4- 5=(-2840) 1155 15-16=( -815) 2757 4-15=(-519) 342 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2481) 1098 17-18=( 0) 0 15- 5=(-337) 969 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2785) 1177 16-18=) -812) 2776 15- 6=(- 640) 244 TOTAL LOAD = 42.0 PSF 7- 8=(-2797) 1159 18-19= -802 2727 6-16=(-161) 492 8- 9=(-2288) 1038 19-20=( -834) 2794 16- 7=(-104) 312 NOTE: 2x4 BRACING AT 24'0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-2643) 1076 20-21=( -972) 2635 18- 7=(-665) 253 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3077) 1172 21-11=( -970) 2638 7.19=( -55) 136 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=) 0) 42 19- 8=( 0) 216 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 8-20=(-710) 275 OVERHANGS: 10.0" 10.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -242/ 1775V -133/ 133H 5.50" 2.84 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 40'- 0.0" -242/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) 'COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001° @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.232" @ 16'- 6.2" Allowed = 1.954" MAX TL CREEP DEFL = -0.466" @ 16'- 6.2" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10,0" Allowed = 0.111" MAX HORIZ. LL DEFL = 0.112" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.188" @ 39'- 6.5° DESIGN ASSUMES MOISTURE CONTENT DOES 11-11-11 16-00-10 11.11 11 NOT EXCEED 19%AT TIME OF MANUFACTURE. ' T T . Design conforms to main windforce-resisting 2-09 4-05-12 4-08-15 2-01-0 6-01-04 5-04-13 5-08-07 6-03-04 system and components and cladding criteria. 12 -05-0 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 5 M-RX4 M-9x8 M-ix4 y Q 6.00 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-3x4 0 4 M-3x4 `O %M-4x4 ,„,N 3 0 0 o M 3X8 S �i�_ - o -oo� o 1 1� 1M 5x8 M 3x4 M 3x8 1617 t8 0.25'' 20 2'1 „��2 4o M-3x4+ M-5x6 M-4x10 M-3x8 M-1.5x4 M-3x8 0 M-3x4+ - 1 2.75 1.89 - M-5x6(5) 2-09-12 12 2 y12 y 1 y / / 1, / , , -05-01, 4-05-12 4-07-08 1,08-0 6-03-06 6-01-04 5-05-04 6-01-08 y , 0-1p 2-05-08 11-11 ,2-00 23-07-08 0,-10 y 1, 14-04-08 25-07-08 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-6 NH - AH4C Sale: 0 1499 \�;,( N°,�,°P .s, WARNINGS: GENERAL NOTES,unless otherwise noted: "sc 1.Builder and erection contractor should be advised of ail General Notes 1.This design is based only upon the parameters shown and Is for an individual Qw !IN, E Truss: AH4C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,rte DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2 o•c,and at 10'o.c.respectively unless braced throughout their length by DATE: 7/11/2014 responsibilitybuilding designer. continuous sheathing such as plywood required in ere shown and/or drywall(BC). 44110090. ,/v�mw -, the overall structure Is the res onsibili of the 3.2x Impact bridging or lateral bracing where shown++ C n 4.No load should be applied to any component until aver all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 5 992800 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 �! t" &.. design loads be applied to any component. and are for"dry condition"of use. '� TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if ��} -�� 14 2O3 k- fabrication,handling,shipment and installation of components. necessary. A 7.Design assumes adequate drainage Is provided. V 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 `�"L I VIII II II VIII IIII VIII VIII IIII IIII IIITPINVTCA In BCSI,copies of which will be furnished upon request. lines coincidewith Joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./COmpUTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see EOR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-17=(-1427) 3488 17- 3=( -209) 663 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4158 1779 17-18=(-1262 3045 17- 4=( -186) 353 WEBS: 2x4 KDDF STAND I 3- 4=(-3725) 1660 18.19=(-1439) 3656 4.18=( -191) 182 LOADING 4- 5=(-3215) 1467 20.21=) 0) 0 18- 5=( -402) 1134 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 19-21=(-1501) 4109 18- 7=(-1196) 523 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5. 7=(-2846) 1359 21-22=(-1559) 4171 7-19=( -269) 907 TOTAL LOAD = 42.0 PSF 7- 8=(-4286) 1837 22.23=)-1449) 3686 8-19=( -85) 46 8- 9=(-4282) 1836 23.15=(-1108) 2440 19- 9=( -253) 596 NOTE: 2x4 BRACING AT 24"OC UON. FORLL = 25 PSF Ground Snow (Pg) 9.10=(-4019) 1727 21- 9=( -822) 404 ALL FLAT TOP CHORD AREAS NOT SHEATHED , 10-11=(-3994) 1670 21.10=( -192) 106 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.13=(-2515) 1227 10.22=( -310) 220 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=) 0) 0 22.11=( -80) 536 OVERHANGS: 10.0" 10.0" 13-14=(-2863) 1308 11.23=(-1427) 576 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 14-15=(-2908) 1337 13-23=( -284) 918 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15-16=( 0) 42 23.14=( -2) 204 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA JT 15: Heel to plate corner = 2.00" , LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -300/ 1775V -89/ 89H 5.50" 2.84 KDDF ( 625) 40'- 0.0" -301/ 1775V 0/ OH 5.50" 2.84 KDDF 625) ICOND, 2: Design checked for net(-5 nsfl uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" 20-00-10 9-11-11 MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" 9-11-11 MAX LL DEFL = 0.381" @ 21'- 6.8" Allowed = 1.954" T T T MAX TL CREEP DEFL = -0.712" @ 21'- 6.8" Allowed = 2.606" 2-08-08 2-03-03 3-d1-04 5-07-13 3-01-02 3-10 MAX LL DEFL = 0.001' @ 40'- 10.0' Allowed = 0.083' T T T /f I T ' f T T MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" 2-01-12 2-10-04 0-08-05 2-01-12 5-04-05 2-03-03 3-10-08 ( f MAX HORIZ. TL DEFL = 0.207" @ 39'- 6.5" 8-00 8-00 DESIGN ASSUMES MOISTURE CONTENT DOES M-5x6(S) 12 NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 Q 6.00 Design conforms to main windforce-resisting 6.00 3x4; M 3x4 12 system and components and cladding criteria. M-5x6 / =M 4x4 M 4x6 5 M-1 5x4 9 04 5" 11 3 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Me (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M 3x4 IA-1.5x4 load duration factor=1.6, •m- 4 + a Truss designed for wind loads 1: M 1.5x43 in the plane of the truss only, M M-3x8 T� c 9� v 1 18 1 aKi4 23 ,,1 6o o M-5x10 M-3x8 M 6x1021 0.252'� M-3x8 M-3x8 0 M-3x4+ ! M-3x4+ M-4x12 -.2.75 1.89 v M-5x8(S) 12 12 y y y yy y y y 2-00 5-06-12 6-04-04 1-00-12 9-03-04 8-02-04 7-06-12 b y yy /, /, y 0-1y 2-00 11-11 y2-00 24-01 y10 13-11 26-01 y y y y 0-10 40-00 0-10 • 00 JOB NAME : POLYGON PLAN 5-B N-i AH3 �R �N a ✓ Scale: 0.1400 WARNINGS: GENERAL NOTES,unless otherwise noted: AH3 1.Builder and erection co tractor r hould be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual A' "1N®•. E "c'"' Truss: AI 13 and Warnings before nstructian commences. building component.Applicability of design parameters and proper 2.204 compression web raang must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary b ting to nsure stability Burin construction 2.Design assumes the top and bottom chords to be laterally braced at Po ry ty 9 2'o.c.and at 10'o.c.respectively unless braced throughout their length by � "' DES. BY: BS is the responsibility of e erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). " DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON `f. SEQ. : 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. A. W 5992801 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, ,rr o "\a design loads be applied to any component. and are for"dry condi]n"of use. 6'"1'` 1;4 d 3y, 6.Design assumes full bearing at all supports shown.Shim or wedge If h TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the necessary. �j WO,- 6. VV fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R R f Y," 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIIII VIII VIII VIII VIII VIII VIII IIIIIIITPIIWTCA in BCSI,copies of which will be furnished upon request. y (ines Digits Ind Dde ate sizejointoplate inrinches. cente10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 III 111 This design prepared from computer input by PACIFIC LUMBER-BC • LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.15.(-1267) 3488 15- 3=( -161) 663 21-12=(0) 204 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4158) 1554 15.16=(-1096) 3045 15- 4=( -173) 353 WEBS: 2x4 KDDF STAND 3. 4=(-3725) 1463 16-17=(-1145) 3656 4.16=( -192) 258 LOADING 4- 5=(-3215) 1216 18.19=( 0) 0 16- 5=( -358) 1134 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2846) 1133 17-19=(-1245) 4109 16- 6=(-1196) 451 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-4286) 1560 19-20=(-1292) 4171 6-17=( -275) 907 TOTAL LOAD = 42.0 PSF 7- 8=(-4282) 1558 20.21=(-1162) 3686 7-17=( -85) 56 8- 90)-4019) 1481 21.13=( -978) 2440 17- 8=) -184) 596 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10.(-3994) 1421 19- 8=( -822) 337 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-2515) 1026 19- 9=( -182) 104 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-2863) 1085 9-20=( -310) 224 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12.13=(-2908) 1176 20.10=) -84) 536 OVERHANGS: 10.0" 10.0" 13.14=( 0) 42 10-21=(-1427) 518 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 11-21=( -266) 918 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -235/ 1775V -89/ 89H 5.50" 2.84 KDDF ( 625) JT 13: Heel to plate corner = 2.00" 40'- 0.0" -236/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) (COND. 2: Design checked for net(-5 psf) lAift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.354" @ 21'- 6.8" Allowed = 1.954" MAX TL CREEP DEFL = -0.712" @ 21'- 6.8" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = 0.124" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.207" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES 7-11-11 24-00-10 7-11-11 NOT EXCEED 19%AT TIME OF MANUFACTURE. f f f I Design conforms to main windforce-resisting 2-01-1 3-01-07 3-01-04 5-07-13 5.04-05 5-01-02 4-01-03 3-10-08 system and components and cladding criteria. 2-08-08� 12-08-051 -01-1 12 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-3x4 M-5x6(S) All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6 M-4x6 Q 6,00 load duration factor=1.6 6.00 p 5 M- x4 M-1.5x4 01,25" =M-14ox4 1 Truss designed for wind loads . a/0 9E + in the plane of the truss only. M-3x4 4 M-1.5x4 , M-1.5x4 + 2 m M-3x8 3 0 0 o JTZ o �o o o 1 15 M 5x10 16 17 se 4 o o o M-3x4+ M-3x8 M-6x10 t9 0.25"0 3 t M-3x4+ M-3x8 M-3x8 0 1.89, .-- -===12.75 - M 4x12 M-5x8(S) - 2.75 12 > > 12 ), J, > y y y y y2-00> 5-06-12 6-04-04 1-y00-12> 9-03-04 8-02-04 7-06-12 y y 0-1y0 2-00 11-11 y2-00 24-01 0,-10 y y 13-11 26-01 , y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH2 Boole: 0.1550 �,c ��(,v s,�A WARNINGS: GENERAL NOTES,unless otherwise noted: hI ,0'-1y AH2 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 fw . L$4 P E c Truss: AI 12 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r,�rrs ®, P DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 AZ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -�r OREGON (,4 SEQ. : 5992802 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses aret be used in a noncorrosive environment, L � �N yf, �]3 A design loads be applied to any component. and are for"dry condition"of use. /� }r' TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if t1 /4, P fabrication,handling,shipment and Installation of components. necessary. 1�J 7.Design assumes adequate drainage is provided. 't„`,.. 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 111111111111111111 TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coindde with jointaIn nche. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 11111 IIIIII) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 40-00-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 42 2.14=(-3052) 8834 14- 3=( -652) 2126 10.20=(.562) 1884 2x6 KDDF #1&BTR 72, T3 2- 3=(-10036) 3504 14.15=(-2800) 8048 3-15=( -842) 308 20.11=(-288) 726 BC: 2x6 KDDF #1&BTR LOADING 3- 4=1 -7926) 2942 15.16=(-4330) 11250 15- 4=( -860) 2530 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( -7068) 2654 16.17=(-5512) 14076 15- 5=(-4662) 1980 IC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0° TO 6'- 0.0" V 5- 6=(-11444) 4480 17.18=(-5048) 12796 5-16=( -398) 1412 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 34'- 0.0" V 6- 7=(-14240) 5666 18.19=(-5020) 12570 16- 6=(-2954 1272 BC LATERAL SUPPORT <= 12"OC. UON. IC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 34'- 0.0" TO 40'- 0.0" V 7- 8=(-12464) 5012 19-20=(-4110) 10414 6-17.( -414` 1192 BC UNIFiLL) 0.0)+DL( 40.0). 40.0 PLF 0'- 0.0" TO 40'- 0.0" V 8- 9=(-11704) 4500 20-12=(-1888) 5362 17- 7=( -946) 2576 9.10=( -5842) 2162 18- 7=(-2594) 1180 NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 10.11=( -6516) 2378 18- 8=1 -114) 122 ALL FLAT TOP CHORD AREAS NOT SHEATHED UC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 34'- 0.0" 11.12=1 •6230) 2234 8-19=(-1142) 820 I 12.13=( 0) 42 19- 9=( -392) 1702 LiMITEDISTORAGE DOES NOT APPLY DUE TO THE SPATIAL 9.20=(-4962) 2222 OVERHANGS: 10.0" 10.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -1152/ 3391V -65/ 65H 5.50" 5.43 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 40'- 0.0' -1152/ 3391V 0/ OH 5.50° 5.43 KDDF ( 625) ' ( 2 ) complete trusses required. 1111 Join together 2 ply with 16d Common nails staggered at 'COND. 2: Design checked for nett-5 psfl uplift at 24 "so ssacin I 9" oc in 1 row(s) throughout 2x4 top chords, g Al/ 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 = 0.000' @ 0'--10.0" Allowed = 0.083" AA '9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.000' @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.565" @ 16'- 4.5" Allowed = 1.954" , + Laterally brace to roof diaphragm. MAX TL CREEP DEFL = -1.074' @ 16'- 4.5" Allowed = 2.606" MAX LL DEFL = 0.000' @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.000' @ 40'- 10.0" Allowed = 0.111' MAX HORIZ. LL DEFL = -0.137" @ 39'- 6.5° MAX HORIZ. TL DEFL = 0.220" @ 39'- 6.5" I DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-11-11 28-00-10 5-11-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 2-09 3-02-11 -08.05 4-05 2-03-08 6-02-11 5-11-03 5-06 �2-10-15 3-00-12� Truss designed far wind loads in the plane of the truss only. T T 320# ' T T f I 320# '1 1' 12 12 6.00 M-4x10 , M 7x8(S) M-5x6 Q 6.00 4 M Sx =M 6x4 M 4x4 0.25° M-9x10 Q %M 4x4 'r h w `w y _ T3,,., M-1.5x4 0 3 �- + M o o M-3x10 f��T _Eke 2 o o '00r1.411111114 15 16 n '"� 9B 29 �'�3 a C o M-6x8 M-4x10 =M-4x4M•1Ox10 0.25'1 M-4x10 M-3x8 0 M-3x4+ X32.75 M-3x4+ M18HS-7x14 =M-8x8(S) M-3x4+ 12 2.75 o M-3x4+ ( ) y 2-11-041 ), 12 ), y y ), y 2-05-0E 4-06-12 4-05 y2-0 0y 9-02-04 9-00-08 5-04-12 y y Oy 1p 2-05-08 11-11 2-00 23-07-08 (1,-1 0-10 I 40-00 0-10 ) PRope JOB NAME : POLYGON PLAN 5-B NH -' AH1 Sale: Q.,548 `���R� N ,s,�Aq- WARNINGS: GENERAL NOTES,unless otherwise noted: "- 1.Builder end erection cordractor slhould be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an individual (l, ,.....1 2lo` E „--- Truss: AH 1 and Warnings before co studio('commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredng mrlst be Installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure slab t0 during construction 2.Design assumes the top and bottom chords to be laterally braced et ✓ 2'o.c.and at 10'o.c.respectively unless braced throughout theft le th by DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)C and/or d �x gtT s rywelBC). �`wr. DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ isft IZ 4.No load should be applied to ally component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. y OREGON ((f SEQ. : 59 nn o 72003 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 1a design loads be applied to any component. and are for"dry condition"of use. .. .44' 2a -4. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If ' 14, P necessary. / �' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the tnvtations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III II II II IIII II I IIII II II VIII IIII IIII TPINVECA in BCSI,copies of which will be furnished upon request. git coincide with joint ate in 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(MITek) EXPI RES:12/31/2015 1E41 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.0" ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.) TC: 2x4 KDDF #I&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF N1&BTA SPACED 24.0" O.C. DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 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 Design conforms to main windforce-resisting DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=20,4ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), • load duration factor=l"6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for 4-09 4-09 complete specifications. I 12 12 6.00 17" Q 6.00 IIM-4x4 A 3 co 0 N M 2 4 0/... —/o v 0 0 M-3x4 M-3x4 y y y y 0-10 9-06 0-10 JOB NAME : POLYGON PLAN 5-6 NH - Cl Scale: 0.6187 \pct. °fig.o,A" WARNINGS: GENERAL NOTES,unless otherwise noted: Y. Cl .Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual (t.. L. "Sy1„, Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper .t16110L 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responslbitty of the building designer. �+ 3.Additional temporary bracing to Insure stability riming construction 2.Design assumes the top and bottom chords to be laterally braced at / DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of 2'dc.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .--- Ws* , w"^' DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �1 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON S E Q trusses are to be used in a non-corrosive environment, �G t* �' TRANS I D: 403334 design toads be applied to any component. and are for"dry conditlan"of use. ,/ "t 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge ifs 14 2.0��-i- fabrication,handling,shipment and installation of components. necessary. provided.s tty�f 6.This design Is furnished subject to the hmitations set forth by S.PlateDesis shall be locaten assumes d both facesdrainage)of truss,and placed so their center ��n 11''� IIIIII II II IIII IIII IIIII IIIII III III IIIITPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center hes.Digit 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:12/31/2016 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1. 2= 0) 42 2- 7=(-252 1166 3- 7=(-283) 205 BC: 2x4 KDDF #1&BTR I SPACED 24,0" 0.C. 2- 3=)-1392) 328 7- 8=( -95) 772 7- 4=(-101) 446 WEBS: 2x4 KDDF STAND 3. 4=(-1216) 326 8- 6=(-246) 1169 4- 8=(-101) 450 LOADING 4- 5=(-1218) 339 8- 5=(-287) 206 TC LATERAL SUPPORT <= 12'OC. UON. I LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1395) 339 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 10.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0' -143/ 961V -92/ 98H 5.50" 1.54 KDDF ( 625) Connector late prefix desi nators: i LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 6.0' -107/ 860V 0/ OH 5.50" 1.38 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M2OHS,M18HS,M16 = MiTek MT seriesBOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND, 2: Design checked for net(-5 psfl uplift at 24 "oc spacing,) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0° Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10,0" Allowed = 0.111" MAX LL DEFL = -0.037" @ 13'- 5.8' Allowed = 0.979' MAX TL CREEP DEFL = -0.075" @ 13'- 5.8' Allowed = 1.306' MAX HORIZ. LL DEFL = 0.016" @ 20'- 0.5" MAX HORIZ. TL DEFL = 0.026" @ 20'- 0.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 199s AT TIME OF MANUFACTURE. 10-03 10-03 T T T Design conforms to main windforce-resisting 5-03-14 4-11-02 4-11-02 5-03-14 system and components and cladding criteria. T '( T 1' T Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 M-4x6 ..6.00 load duration factor=1.6, Truss designed for wind loads 4 in the plane of the truss only. /- II L(') ill ''l , V M-1.5x4, M-1.5x4 0 rn CO CO O O 4 41 o ! -7 '( a **6 ...:,'‘I- /- o M-3x4 0.25" M-3x4 M-3x4 0 M-5x6(S) 1, /, ,1 ), 7-00-03 6-05-11 7-00-03 0-10 20-06 PR JOB NAME : POLYGON PLAN 5-B N ! D2 Scale: 0.2933 c,,\" NE�e`�S/ WARNINGS: GENERAL NOTES,unless otherwise noted: 'T 1.Builder and erection co racto should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual t;� .?:14.2.0 E 1-- Truss: Truss: D2 and Warnings before co stru o commences. building component.Applicability of design parameters and proper 2.2x4 compression web b dng st be installed where shown+• incorporation of component is the responsibility of the building designer. �,r+ 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary br ting t i sure stability during construction DES. BY: BS Is the responsibility oft a ere•o.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by • po tY continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 7/11/2014 the overall structure is t e res.oesibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ to 4.No load should be apps d to.nyl component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. F OREGON 's.F SEQ. : 5992805 fasteners are complete and at o time should any loads greater than 5.Design assumes trusses areto be used In a non-corrosive environment, ,G. .�� �. design loads be applied to any component. and are for"dry condition"of use. / 'Q}� 2(S r...+ TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge if © 14, s_ necessary. E' V : fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ,,. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center III 1111111111 VIII 11 VIII VIII III IIII TPI WTCA in BCS),copies of which will be furnished upon request. lines coincide with joint center Ones. 9.Digits Indicate size of plate in Inches. MiTek USA,InC./CompuTrun Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIII III III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 21'- 4.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1 00 TC: 2x4 KDDF#1&BTR; LOAD DURATION INCREASE = 1.15 1-3=("522 168 1.5=(-127) 422 3-5=(0) 214 2x6 KDDF pt&BTR T1 SPACED 24.0" O.C. 2.3=( 0) 0 5-4=(-123) 424 BC: 2x4 KDDF#1&BTR 3.4=(-539) 187 WEBS: 2x4 KDDF STAND LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF IC LATERAL SUPPORT <= 12'OC. UON, DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT<= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" "382/ 424V -32/ 34H 137.50" 0.68 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 20'- 6.0' -68/ 417V 0/ OH 5.50" 0.67 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for nett-5 asfl uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M•1.5x4 or equal at non-structural BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.000" @ 11'- 0.0" Allowed = 0.083" vertical members (uon). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = 0.000" @ 11'- 0.0" Allowed = 0.111" Connector plate prefix designators: MAX TL CREEP DEFL = -0.012" @ 15'- 9.0" Allowed = 0.572" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Refer to CompuTrus standard MAX TC PANEL LL DEFL = 0.007" @ 13'- 2.0" Allowed = 0.291" t M,M2OHS,M18HS,M16 = MiTek MT series gable end detail for complete MAX HORIZ. LL DEFL = 0.003' @ 20'- 0.5" specifications. MAX HORIZ. TL DEFL = 0.005" @ 20'- 0.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 10-03 10-03 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCOL=6.O, ASCE 7-10, T f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14-03 1-06 4-09 load duration factor=1.6, '( ,, Truss designed for wind loads in the plane of the truss only. 12 =M-4x4+ 12 / 6.00 D 6.00 M-4x6- u7 3 o .400, M"3x4+ co c::, 1 0.1 0 5 -4 o M-3x6(S) M-3x6 M-1.5x4 M-3x4 0 y y y 11-05-08 y y 15-09 4-09 0-10 20-06 JOB NAME : POLYGON PLAN 5-B NH - D1 Scale: D.2992 .F.R �NE°Pt�ss, WARNINGS: GENERAL NOTES,unless otherwise noted: CI /I '7 le •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 \ a 5 2I s PE I Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper rrY L 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by the overall structure Is the responsibility of the buildingdesigner. 2x Impact sheathing suchr l bas acwooeq sheathing(TC)shown and/or drywall(6C). r, err , DATE: 7/11/2014 P ty g 3.2x Impact bridging or lateral bracing required where shown++ 4Iti SEQ. : 5992806 .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 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* A TRANS I Q: 403334 design loads be applied to any component. 5. and are for"dry condition"of use. 6. ,"rQ ,Q '\ CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge if 2 '( `E-' 4 � r 0 1. fabrication,handling,shipment and installation of components. necessary. n 1 7.Design assumes adequate drainage Is provided. try-� 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 centerl`'� IIIIII II II VIII VIII VIII VIII II I III ILIITPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center does 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1 1E 011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1,15 1.2=( 0) 42 2-5=(-40) 429 5-3=(0) 265 BC: 2x4 KDDF H1&BTR SPACED 24.0" O,C, 2.3=(-574) 113 5.4=(-40) 429 WEBS: 2x4 KDDF STAND 3.4=(-573) 124 LOADING IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT<= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" 0'- 0.0" -96/ 594V -50/ 57H 5.50" 0.95 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 11'- 8.0" -58/ 489V 0/ OH 5.50" 0.78 KDDF ( 625) ** For hanger specs. See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. ICOND, 2: Design checked for netl•5 psf) uplift at 24 'oc spacing,' C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M20HS,M18HS,M16 = M>Tek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'--10,0° Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10,0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.026" @ 8'- 6.3" Allowed = 0.383" MAX IC PANEL TL DEFL = 0.075" @ 8'- 6.3" Allowed = 0.575" MAX HORIZ. LL DEFL = 0.003" @ 11'- 2.5" 5-10 5-10 MAX HORIZ. TL DEFL = 0.006" @ 11'- 2.5" DESIGN ASSUMES MOISTURE CONTENT DOES 12 12 NOT EXCEED 19"t AT TIME OF MANUFACTURE. 6,00 1 .. 1iM-4x4 Q 6.00 Design conforms to main windforce-resisting , 4.0" system and components and cladding criteria. 3 1' 4 L Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, Truss designed for wind loads in the plane of the truss only, 1"1 0 0 co M ooh 1 tom` 5 4 �o ** 0 M-3x4 M-1.5x4 M-3x4 y k y 5-10 5-10 1, ), y 0-10 11-08 JOB NAME : POLYGON PLAN 5-6 NH -I E2 Scale. 4, D 999 .\1' G INE ores sJ 3 G ,1 WARNINGS: GENERAL NOTES,unless otherwise noted: 4,57 /ill 'e 1.Builder and erection contractor would be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Q' !( ® E C' and Warnings before ccnstrudi commences building component.Applicability of design parameters and proper y _ Truss: E 2 Incorporation of component is the responsibility of the building designer. lrr/ 2.2x4 compression web Medngst be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 3.Additional temporary bracing to sure stability during construction 2'o.c.and a610'o.c.respectively unless braced •throughout their len&gth by �/ " is the responsibility of the erect Additional permanent bradng of continuous sheathing such as plywood sheathing(TC)and/or drywall)MC). „.. bili IA�r,- DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ ♦ 7t�r 4.No load should be appted to m y component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. - OREGON £j SEQ. : 5992807 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L,. �' 1 design loads be applied to any component. and are for"dry condition"of use. 6 / ")2 2� v-t- TRAN S I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the .Design assumes full bearing at all supports shown.Shim or wedge if © 14 necessary. thyF V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 0i R l IA- 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 111111111111110111111 TPINVTCA in BCSi,copies of which will be furnished upon request. git cindicae with joint ate in lines. 9.Digitssindicate size oplate in inches. n, MiTek USA,Ir C./CompuTfuS Software 7.6.6(1 L)-E 10.For basic connector plate design values see EOR-1311,ESR-1998(MiTek) EXPIRES:12/31/2015 11 1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0" ICOND. 2: Design checked for net1-5 asfl uplift at 24 "oc spacing.) TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE, TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windtorce-resisting BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and claddingcriteria. Connector late prefix designators: DL ON BOTTOM CHORD = 10.0 PSF P P P 9 TOTAL LOAD = 42.0 PSF C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=20,6ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.AND or equal typical at stud verticals. Refer to CompuTrus Bahia end detail for 5-10 5-10 complete specifications. T 12 12 6.00 1IM-4x4 4 6.00 3 I I co 0 0 P7 2 4 (o cn o o� � 0 1 //////////////////////////////////////////////////////////////////////////////////////////// 5 o 0 0 M-3x4 M-3x4 ), y y ), 0-10 11-08 0-10 JOB NAME : POLYGON PLAN 5-B NH - El Scale: 0.5949 te\��00�N s, WARNINGS: GENERAL NOTES,unless otherwise noted: /)) KKK 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 7:020 92 0`P E 'r" Truss: El l and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at , DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector Additional permanent bracing of ) . 4 continuous sheathing such as plywood where end/or drywall C. .tmia!. DATE: 7/11/2014 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. -7 �y OREGON kr SEQ. : 5 992808 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L. r A, A, design loads be applied to any component. and are for"dry condition"of use. ",0 -Q),r �t h TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6. nsign assumes full bearing at all supports shown.Shim or wedge If1 , `j,. fabrication,handling, necessary. �q shipment and installation of components. 7.Design assumes adequate drainage is provided. 'F. fi RIO- 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 1111111111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. Digit coincide with jointcenternches 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 E5R-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIII VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 20.06.00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1.2=(-125) 101 1-4=(-54) 72 2-4=(-187) 169 BC: 2x8 KDDF #1&BTR 2.3=( -10) 5 WEBS: 2x4 KDDF STAND 1 LOADING LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12'OC. UON. TO UN F LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BIG AREA BC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 231.2)+DL( 177,2)= 408.5 PLF 0'- 0.0" TO 6'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' -304/ 1451V -41/ 104H 5.50" 2.32 KDDF ( 625) Single member as shown. LIMIT:D'STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" -302/ 1384V 0/ OH 5.50" 2.21 KDDF ( 625) Hangers attached to the bottom chord REQUI'E)IENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. will have 1.5" max. nail penetration. ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.) BOTTO CCHORD CHECKED FOR 10PSF LIVE LOAD. TOP ** For hanger specs. - See approved plans AND B'TTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX TC PANEL LL DEFL = 0.089" @ 3'- 0.4" Allowed = 0.323" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TC PANEL TL DEFL = -0.097" @ 3'- 0.5" Allowed = 0.484" M,M2OHS,MI8HS,M16 = MiTek MT series 5-08'-04 0-03-12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 8.2" T ./ ') MAX HORIZ. TL DEFL = 0.000" @ 5'- 8.2" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 NOT EXCEED 19%AT TIME OF MANUFACTURE. M-1.5X4 Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, II (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), II load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. co O ..4- a O co 1 / co _ O/__ O 17/ V O M-5x16 M-3x10 • I I I 5-08-041 0-03-12 1 I 6-00 JOB NAME : POLYGON PLAN 5-B NH F1 -GIRDSale: G.5462 �� N diq_ WARNINGS: GENERAL NOTES,unless otherwise noted: 4 '.- ' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 2®® 'K� f,,. Truss: Fl -GIRD and Warnings before constru ort commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing tit be installed where shown+. Incorporation of component is the responsibility of the building designer. + 3Additional temporary bre ing t•irpure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS Is the responsibility of t. h!ere •rj Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). i,-- 'MP!P!• DATE• 7/11/2014 the overall structure Is the res••risibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 (Z" 4.No load should be appted to a y component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 137 OREGON f f f SEQ. : 5 992809 fasteners are complete and at o time should any loads greater than 5.Design assumes trusses ere to be used Inc non-corrosive environment, L„ ,ttu A. design loads be applied to any component. end are for"dry condiYan"of use. lb 2' TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 14, �p Zk- necessary. PIA 14`" fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIII 11 ll (IIII II (IIII IIII IN III IIII TPINJrCA in SCSI,copies of which will be furnished upon request. dicawith joint ain fines. 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) EXPI RES:12/31/2015 1 III III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 11-08-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1.2=(-125) 101 1-4=(-54) 72 2.4=(-187) 169 BC: 2x8 KDDF H1&BTR 2.3=( -10) 5 WEBS: 2x4 KDDF STAND LOADING LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 120.8)+DL( 102.2)= 223.0 PLF 0'- 0.0" TO 6'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Single member as shown. 0'- 0.0" -170/ 881V -41/ 104H 5.50" 1.41 KDDF ( 625) g LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" -175/ 841V 0/ OH 5.50" 1.35 KDDF ( 625) Hangers attached to the bottom chord REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. will have 1.5" max. nail penetration. ICOND. 2: Design checked for net(-5 psfl uplift at 24 "on spacing.' ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX TC PANEL LL DEFL = 0.089" @ 3'- 0.4" Allowed = 0.323" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TC PANEL TL DEFL = -0.097' @ 3'- 0.5" Allowed = 0.484' M,M2OHS,MI8HS,M16 = MiTek MT series 5-08-04 0-03-12 MAX HORIZ. LL DEFL = 0.000' @ 5'- 8.2" -' ' MAX HORIZ. TL DEFL = 0.000' @ 5'- 8.2" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.0017 NOT EXCEED 19%AT TIME OF MANUFACTURE. M-1,5x4 Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, g (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), I load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. cc) 0 v 0 co illl IIIo � I� JI .' -- 4 M-5x16 M-3x10 ** y ), y 5-08-04 0-03-12 y y 6-00 , JOB NAME : POLYGON PLAN 5-B NH - F2-GIRD Scale: 0.5462 . N s,,� WARNINGS: GENERAL NOTES,unless otherwise noted: 5 //it "K 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual 4 .' ..G 1$: E .-- T r u s s: F2-GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper CGGG 2.2x4 compression web bredng must be installed where shown+, incorporation of component Is the responsibility of the building designer. �+ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at ,.+" DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'c.c.respectively unless braced throughout their length by . DATE: 7/11/2014 responsibilitybuilding designer. continuouspsheathing such as plywood quired sheathing(TC)and/or drywall(BC). .+ ; the overall structure Is the res nsibili of the 3.2x impact bridging or lateral bracingrequired where shown++ t.St1 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 E Q corrosive environment, 94, V '1 A, TRANS I D: 403334 design loads be applied to any component and are for"dry condition"of use. f+ .•Q�,,5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 14" 24 'p..$ Ao fabrication,handling,shipment and installation of components. necessagnry. ass 7.Desiumes adequate drainage is provided. t{+. 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'" (IIIII 11111 II II 101 I III(III II III(III TPI/VYTCA 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(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES.12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 8.9" ICOND, 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"0C. SON. LL( 25.0)+DL( 7.0) ON TOM CHORD = 30.0 PSF DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: I TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M2GHS,MIBHS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads in the plane of the trusts only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer or equal typical at stud verticals. Refer to CompuTrus gable end detail for 4-04-08 4-04-07 complete specifications. 1' T T 12 12 6.00 J 6.00 HM-4x4 3 1 I 0 m 0 N 4 M Cs ////////(/4//////////////////////////////////////////////////////// a M-3x4 M-3x4 1, y ), 0-10 8-08-15 NII Poi JOB NAME : POLYGON PLAN 5-B NI1 -i G1 scale; 0 6079 GINE( 0.0. s- WARNINGS: GENERAL NOTES,unless otherwise noted: O. 1.Builder and erection co tractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual '. !(��;aE t" Truss: /� and Warningsstudio,before struos commences. building component.Applicability of design parameters and proper yM G 1 2.2x4 compression web b dng mast be installed where shown+, Incorporation of component is the responsibility of the building designer. ,r' " 3.Additional temporary br dng to Insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at DES. BY: BS Is the responsibility of t a erecta'.Additional permanent bracing o.c.and at 1a o.c.respectively unless braced throughout their length by b acing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,.+‘ ►rFw DATE: 7/11/2014 the overall structure is a responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ wl Ct. 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. y OREGONQr SEQ. : 599281 1 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive .4.orrosive environment, ,\ ,c, 'T j- design loads be applied to any component. and are for"dry condition"of use. /4 ,�4, r O �4 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge If necessa fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. � �`„ ry. 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 IIIIII11 II VIII VIII VIII VIII ILII III IIIITPINJTCA in SCSI,copes of which will be furnished upon request. lines coindde with jointplate center lines. 9.Digitsindicate ndicatt e size of platetein inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 a Ii�'I III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'• 3.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF k1&8TR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-63) 29 ( ) 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 SG.IN. (SPECIES) OVERHANGS: 14.2" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -77/ 404V 0/ 66H 5.50" 0.65 KDDF ( 625) Connector plate prefix designators: 5'- 0.2" 0/ 64V 0/ OH 5.50" 0.10 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 5'- 3.0" 58/ 140V 0/ OH 1.50" 0.22 KDOF ( 625 M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. !COND. 2: Design checked for net(-5 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 = 0,005" @ -1'- 2.2" Allowed = 0.119" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.005' @ -1'- 2.2" Allowed = 0.158" MAX TC PANEL LL DEFL = 0.037" @ 3'- 2.1" Allowed = 0.303" MAX TC PANEL TL DEFL = -0.046" @ 3'- 0.0" Allowed = 0.454" MAX HORIZ. LL DEFL = -0.000" @ 5'- 2.2" 12 MAX HORIZ. TL DEFL = -0.000" @ 5'- 2.2" 4.00 7 3 -/ DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting ll system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ,n (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads o in the plane of the truss only. M-3x4 `N L r/ M - - 0 o� 1 2 7 4->C ), )' y 1-02-04 )PROVIDE FULL BEARIN;Jto:2,4,31 5-03 JOB NAME : POLYGON PLAN 5-6 NH - G3 Scale: 0.7536 ��<(R N°P64 WARNINGS: GENERAL NOTES,unless otherwise noted / 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual 4- °'02111 92.11 E r Truss: G3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construct,. 2.Design assumes the top and bottom chards to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood required ng(TC)and/or drywall(BC). " ,Arose^"' 0. DATE: 7/11/2014 P nY 9 9 3.2x Impact bridging or lateral bracing where shown++ t, 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibltity of the respective contractor. OREGON to SEQ. : 5 992812 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, '41 1n A. design loads be applied to any component. and are for"dry condition"of use. �,. 1 TRANS I D: 403334 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 9 y 1 t} 2'� t,4 fabrication,handling,shipment and installation of components. necessary. ,?, 7.Design assumes adequate drainage is provided. V 6.This design is furnished subject to the!irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center t'"� 11VIII I II VIII III I I II VIII VIII II IIITPIIWTCA in BCSI,copies of which will be furnished upon request. lines Coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing"' TC: 2x4 KDOF 918BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF R188TR SPACED 24.0' O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, 0=15ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (A11 Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. j BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Reor equal typical at stud verticals. Refer fer to CompuTrus gable end detail for complete specifications. 12 4.00 3 0 0 N 2 LC) /— O/— 1 � 4 —/ M-3x4 y y y 1-02-04 5-03 i P R p� JOB NAME : POLYGON PLAN 5-6 NH G2 Scale: 0.7728 `�'s� (►v ��ys,s, 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 4. '( �•® E 9f" and Warnings before cpnstructldn commences. building component Applicability of design parameters and proper Truss: G2Incorporation of component is the responsibility of the building designer. ' 2.2x4 compression web Ixedng must be installed where shown+, p,Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bredng to Insure stability during construction y'o.c,end at 10'o.c.respectively unless braced throughout their lenggth by " DES. BY: BS is the responsibility of the erector.Additional permanent b acing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ! DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x impact bridging or lateral bradng required where shown++ OO SEQ. : 5992813 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. g_OREGON fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L J ,tu t design(dads be applied to any component. end are for"dry condition"of use. /^--i3' 14} O TRANS I D: 403334 5,CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. ry. h R 5y� p P 7.Design assumes adequate drainage is provided. ��l-7 R�Y1" 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IIIIII II II VIII VIII VIII VIII VIII IIII IIIITPINYTCA in BCSI,copies of which will be furnished upon request. lines 9.Digits indicate size of plate in inches. e with joint center Ines. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/201.5 (11II1 IO This design prepared from computer input by t PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KOOF k1&BTR LOAD DURATION INCREASE = 1.15 1.2o(-94 79 1.4=(-44) 58 2.4=(-233) 166 BC: 2x4 KDDF H1&BTA SPACED 24.0" O.C. 2.3=(-10) 4 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA BC LATERAL SUPPORT c= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'. 0.0" -34/ 292V -30/ 80H 4.00' 0.47 KDDF ( 625) Connector plate prefix designators: 7'- 1.5" -37/ 307V 0/ OH 5.50' 0.49 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 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 I MAX TC PANEL LL DEFL = 0.152' @ 3'- 5.5" Allowed = 0.408° BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.202' @ 3'- 5.7" Allowed = 0.612' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.000" @ 6'- 7.7" 6-07-12 0-05-1( MAX HORIZ. TL DEFL = 0.000" @ 6'- 7.7" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 4.00 NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x43 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 -/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 2 load duration factor=1.6, Truss designed for wind loads 1 in the plane of the truss only. LU co 0 N N 0 0 Or' o� 1 y I4 M-3x4 M-1.5x4 ), ), y 6-07-12 0-05-12 1, y 7-01.08 JOB NAME : POLYGON PLAN 5-B NH - G4 Scale: 0.5588ROPe ,(1 �N s, 01 WARNINGS: GENERAL NOTES,unless otherwise noted: /t 44 1.Builder and erection contractor should be advised of ail General Notes 1.This design is based only upon the parameters shown and Is for an individual ';C 742.0 E 1.. Truss: G4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown v, incorporation of component Is the responsibility of the building designer. ,+ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,+' ' DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth by46001171 , DATE: 7/11/2014 responsibilitybuilding designer. continuous sheathing such as plywood quired sheathing(TC)and/or drywall(eC). - a►,. the overall structure Is the of the 3.2x Impact bridging or lateral bracingrequired where shown++ 1-4 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. OREGON SEQ. : 5992814 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, V \ t\✓ design loads be applied to any component and are for"dry condition"of use. / 'f/ a TRANS I D: 403334 5.OampaTrue has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If 'O y 14 2 -c,`!- fabrication,handling,shipment and Installation of components. necessary. �W n A'L 7.Design assumes adequate drainage is provided. ,✓J +-T 6.This design is furnished subject to the IMtitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111 VIII VIII III I IIID 1111 IIII 1111 1111TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincidewith joint center Anes. 9.Digits indicate size of plate in inches. MiTek USA,Ina/CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:1"n /31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 1.5" ICOND, 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.1 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MI8HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir),load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.AND or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 12 2 -,, 4.0017=- i .00Di an 0 C N i 1 1.--„,_ O j V M-3x4 y ), 5-01-08 JOB NAME : POLYGON PLAN 5-B NSI G5Scale: 4.6258 451�� �IN� s,y0 .'-7� WARNINGS: '� � GENERAL NOTES,unless otherwise noted: /1 .fy 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.. 11 I E C" Truss. and Warnings before cohstructioh commences. building component.Applicability of design parameters and proper G5 2.2x4 compression web blaring Myst be installed where shown+, Incorporation of component is the responsildGty of the building designer. 3.Additional temporary bracing to insure stadGty during construction 2.Design assumes the top and bottom chords to be laterally braced at4111,/ DES. BY: BS Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c,respectively unless braced throughout their length by po ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ..+"* - DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ wF 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. -y7 OREGON ((f SEQ. : 5992815 fasteners are complete and at ho time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, ,G.. 4/e4 .fib* design loads be applied to any component. and are for"dry condition"of use. " -T J•' 2. t-a...' TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14, S necessary. /� ,. y fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. }� „- 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111 TPINJlCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center tines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) EXPIRES:12/31/2015 f 1�III IIIrI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 10.9' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF Ul&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 50 2.8=(0) 0 BC: 2x4 KDDF p1&BTR SPACED 24.0' O.C. 2.3=(-366) 181 3-4=(-259) 116 IC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-189) 85 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF 5-6=(-105) 55 DL ON BOTTOM CHORD = 10.0 PSF 6-7=( -42) 19 OVERHANGS: 12.0" 0.0" - TOTAL LOAD = 42.0 PSF Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -23/ 377V -78/ 340H 5.50" 0.60 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -169/ 346V 0/ OH 1.50" 0.44 KDOF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 9'- 11.2" -118/ 231V 0/ OH 1.50" 0.30 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13'- 11.2" -134/ 272V 0/ OH 1.50" 0.35 KDDF ( 625) 17'- 11.2" -107/ 214V 0/ OH 1.50" 0.27 KDDF ( 625) 19'- 10.9" -16/ 33V 0/ OH 1.50" 0.05 KDDF ( 625) !COND. 2: Design checked for net(-5 asfl uplift at 24 "oc spacing.) 7-09 12 12-01-03 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.031" @ 2'- 11,9" Allowed = 0.397' ttj MAX TC PANEL TL DEFL = -0.051" @ 2'- 11,9" Allowed = 0.596' 6 MAX HORIZ, LL DEFL = -0,007" @ 19'- 10.2" MAX HORIZ, TL DEFL = -0.007" @ 19'- 10.2' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE, 12 5 Design conforms to main windforce-resisting 6.001/ system and components and cladding criteria. Wind: 140 mph, h=24,2ft, TCDL=4,2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat,2, Exp,B, MWFRS(Dir), o load duration factor=1,6, 4 Truss designed for wind loads el c in the plane of the truss only. M-3x6(5) 0 O 8P' r oori CO 0 or- 4-'1,- 1 8 o M-3x4 i 1, 1, .1 0-10 6-00 13-10-15 •:I I 1 . JOB NAME : POLYGON PLAN 5-B NH - J10 Scale: 0.2814 `�� t�Ns'a WARNINGS: GENERAL NOTES,unless otherwise noted /` '.7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual (� .O' A A FE 1-- Truss: + Truss: J10 and Warnings before construction commences. building component.Applicability of design parameters and proper ✓ 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. �,,+ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be lateraly braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth by � is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall$C). ,ilwr - 4,Wriw DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 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. 'TP OREGON ((f fasteners are complete and at no time should anyloadsgreater than 5.Design assumes trusses are to be used in a non-corrosive environment, to SEQ. : 5992816 p L ' and are for"d condition"of use. {` design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14, 2� TRANS I D: 403334 5,CompuTrus hes no control over and assumes no responsibility for the necessary. C ,0),. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. �+.�j f 11,..x" 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 111111111111111111111111 TPIMITCA In BCSI,copies of which will be furnished upon request. it Indicate with joint acenter 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:1713.1/2015 IIIII IIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-7=(0) 0 BC: 2x4 KDDF k1&BTR _ SPACED 24.0" O.C. 2-3=(-327) 162 3-4=(-220) 97 IC LATERAL SUPPORT <= 12'OC. UON. LOADING 4-5=(-154) 70 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -69) 32 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: 1 LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0' -23/ 352V -69/ 301H 5.50" 0.56 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2° 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -168/ 347V 0/ OH 1.50" 0.44 KDDF ( 625) 9'- 11.2" -113/ 224V 0/ OH 1.50" 0.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.2" -144/ 295V 0/ OH 1.50" 0.38 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17'- 11.7" -51/ 104V 0/ OH 1.50" 0.17 KDDF ( 625) 'COND. 2; Design checked for net(-5 osfl uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" 7-09-12 10-01-15 MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" 1' 1' e , MAX TC PANEL LL DEFL = 0,030" @ 3'- 7.4" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.005" @ 17'- 10.9' MAX HORIZ. TL DEFL = -0.005" @ 17'- 10.9' DESIGN ASSUMES MOISTURE CONTENT DOES 5 NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 . Design conforms to main windforce-resisting system and components and cladding criteria. 6.00 Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, i (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 load duration factor=l.6, Truss designed far wind loads 11j /I v in the plane of the truss only. M•ax6(S) O P, di cO O O 1 7 O M-3x4 0-10 6-00 11-11-11 ;r r .. r . JOB NAME : POLYGON PLAN 5-B N J9 �.skt° PFt0e, Scale: 0,3077 Ca DINT r WARNINGS: GENERAL NOTES,unless otherwise noted: //‘,,t, 1.Builder and erection con dor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual CrC�- 7.-7 S E c Truss: J9 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredng muet be installed where shown+. Incorporation of component is the responsibility of the building designer. 0 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et r' DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 7/11/2014 the overall structure Is the respprrsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ r Ct 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. - OREGON 4f/ SEQ. : 5992817 fastenew are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, /fir 1� A. design loads be applied to any component. and are for"dry condition"of use. / <QIr e�Q .-f(., TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim or wedge if Q 14 x `y. necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. }'1 I1 I L),,. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed so their center 111111111111111 1111111 TPI WTCA In BCS(,copies of which will be furnished upon request. git coinddeinwith jointcenterInches.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-1980(MITek) EXPIRES:12/31/2015 IiIIII IIii This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2-( 0) 42 2-7=(0) 0 BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. 2.3=(-287142 ( 3-4=(-184) 79 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 58 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=� -44) 20 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF Connector plate prefix designators: BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA g LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,CI8,CNI8 (or no prefix) = CompuTrus, Inc 0'- 0.0" -23/ 353V -61/ 265H 5.50" 0.56 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2' -162/ 343V 0/ OH 1.50" 0.44 KDDF ( 625) 9'- 11.2' -119/ 239V 0/ OH 1.50" 0.31 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.2" -108/ 226V 0/ OH 1.50" 0.29 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15'- 11.7° -15/ 32V 0/ OH 1.50" 0.05 KDDF ( 625) ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111' 6 MAX TC PANEL LL DEFL = 0.031" @ 3'- 7.4" Allowed = 0.397' MAX TC PANEL TL DEFL = -0.051' @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.004" @ 15'- 10.9" 5 MAX HORIZ. TL DEFL = -0.004" @ 15'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES bt NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 6.00[7' system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �t load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. co 3 I M O Or' 1 0 0 I Ifillidall I 11111.1 I illi I I I I I II 111111111/1.11.1 I I I I I I I 1:111 I 11111111111111111 O M-3x4 ), J, y y 0-10 6-00 9-11-11 IPROVIDF FULL BEARING;Its:2 7 3 4 5 6I JOB NAME : POLYGON PLAN 5-B NH - J8 Scale; 0.3315 `� OPe '.`( � pN CS WARNINGS: GENERAL NOTES,unlessotherwise noted: �' "vim, 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 'w .92 0 A E r' Truss: J8 and Warnings before construction commences, building component.Applicability of design parameters and proper GG 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designee 3.Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at ,r DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c,respectively unless braced throughout their le th by continuous sheathing such as plywood sheathing(TC)and/or drywal✓ C). DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ C/� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON to S E Q. : 5992818 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, l! tw A._ design loads be applied to any component. and are for"dry condition"of use. '+ `+ TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility to the 6.Design assumes full bearing at all supports shown.Shim or wedge if © 14 2-.°,e>.'4 fabrication,handling,shipment and installation of components. 7.necessary, provided. A. t�i-� 6.This design is furnished subject to the imitations set forth by 8.Plates shall be locaten assumes d both faces drainage of truss,and placed so their center `s n r t'� I IIIIII VIII VIII III I VIII VIII VIII III IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MITek USA,Ir C./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 1111 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O,C. 2.3=(-246) 122 3.4=(-148) 61 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -67) 31 BC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -24/ 353V -53/ 231H 5.50" 0.57 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series I LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -155/ 338V 0/ OH 1.50" 0.43 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -129/ 265V 0/ OH 1.50" 0.34 KDDF ( 625) 13'- 11.7" -51/ 109V 0/ OH 1.50" 0.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for nett-5 osfl uplift at 24 "oc soacinai VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083° MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111° 5 MAX TC PANEL LL DEFL = 0.031" @ 3'- 7.4" Allowed = 0.397" MAX IC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.596" N MAX HORIZ. LL DEFL = -0.003" @ 13'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 13'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES ' NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 6.00 4 Design conforms to main windforce-resisting system and components and cladding criteria. it Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=1,6, Truss designed for wind loads .4- in the plane of the truss only. 0 3 N. 0 • 03 0 et M-3x4 y y y y 0-10 6-00 7-11-11 'PROVIDE FULL BFARING:Jts:2,6,3.4.51 cQ PRQ/C JOB NAME : POLYGON PLAN 5-6 N J7 Scale: 0.3795 �u ' �(ry �yS�i� WARNINGS: I GENERAL NOTES,unless otherwise noted: ,T 1.Builder and erection cohtract Should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual t•• 1.(�Z.. E %fir- and Warnings before contra On commences. building component.Applicability of design parameters and proper Truss: J 7 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. 1/ 3.Additional temporary bracing o Insure stabiity during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of 2'c.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). liar! DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ♦ L' 4.No load should be appaed to any component until after all bracing and 4.Installation of buss is the responsibility of the respective contractor. 7 OREGON 4,/ SEQ. : 5 992819 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.�t 1tu design loads be applied to any component. and are for"dry condition"of use. / -7 y' -Zb -�- TRAN S I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q AA- 1 Nr., necessary. 4 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. L:R R IO 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 MIEN II VIII VIII VIII VIII VIII IIIIIII TPINYTCA in BCSI,copies of which will be furnished upon request. Digits cindicae with joint centerteiInches.Ines. 9.Dies Indicate size of co MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11 1111 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 #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2.6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-208) 105 3.4=(-102) 46 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4.5=( -38) 18 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10,0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ 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/ 352V -45/ 198H 5.50" 0.56 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -159/ 354V 0/ OH 1.50" 0.45 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -92/ 187V 0/ OH 1.50" 0.24 KDDF ( 625) 11'- 11.7" -19/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net1-5 nsf) uplift at 24 '00 spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10,0" Allowed = 0.111' 5 MAX TC PANEL LL DEFL = -0.030' @ 2'- 11.9" Allowed = 0.397' - MAX TC PANEL TL DEFL = -0.050" @ 2'- 11.9" Allowed = 0.596" i MAX HORIZ. LL DEFL = -0.002" @ 11'- 10.9" �� MAX HORIZ. TL DEFL = -0.002" @ 11'. 10.9" 12 4 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 NOT EXCEED 19%AT TIME OF MANUFACTURE. I �( Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 3 ,. Truss designed for wind loads ' o in the plane of the truss only. N CO CO O..,-- ,* Mi O M-3x4 y ), y y 0-10 6-00 5-11-11 (PROVIDE FULL BEARING:Jts:2.6,3.4.5I JOB NAME : POLYGON PLAN 5-B NH - J6 Sale: 0,4200 ,��' N Ne 4Osro WARNINGS: GENERAL NOTES,unless otherwise noted: 4 �. C 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end Is for an Individual 4 '' .002*w L. r* Truss: J6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,, ,,e, m! 4/:t e DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ,(t 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. -5r �y OREGON 41' SEQ. : 5992820 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L, "2• /t As design loads be applied to any component. and are for"dry condition"of use. / .1Y r1Q `�'' TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing u all supports shown.Shim or wedge if Q 14, �� necessary. ' RIO' fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII III I VIII IIII III II IIIITPI/WfCA In BCS(,copies of which v411 be furnished upon request. Digits indicate with joint center Ines. 9.Digits size of platete inches. nches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,E8R-1988(MiTek) EXPIRES:12/31/2015 111 1111 • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2.5=(0) 0 BC: 2x4 KDOF #1&BTR SPACED 24.0" O.C. 2-3=(-170) 99 3-4=( -76) 34 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0' 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 350V -37/ 166H 5.50" 0.56 KDDF ( 625) Connector plate prefix designators: i LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, IncI 5'- 11.2" -164/ 368V 0/ OH 1.50" 0.47 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -45/ 90V 0/ OH 1.50" 0.14 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND• 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.( AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.028" @ 3'- 4.9" Allowed = 0.397" 4 -/ MAX TC PANEL TL DEFL = -0.048" @ 2'- 11.9' Allowed = 0.596" MAX HORIZ. LL DEFL = -0.002" @ 9'- 10.9" ./.. f1MAXHORIZ. TL DEFL = -0.002" @ 9'- 10.9" 6.00✓//il DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, A ,. Truss designed for wind loads CD in the plane of the truss only. I , co o� v Ca?/- 1 I 5 M-3x4 0-10 6-i0 3-11-11 (PROVIDE FULL BFARING;Jts:245,3,4I P R Op JOB NAME : POLYGON PLAN 5-B N J5scale: 0.4887 �•<k. X061 �q WARNINGS: GENERAL NOTES,unless otherwise noted: / [ 1,1.Builder and erection con actor,t(ould be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual 4.. . .g2®w L. c-•' Truss: J5 and Warnings before co stru .4 commences. building component.Applicability of design parameters and proper ✓ 2.2x4 compression web b ring ukt be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bre Ing t•insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ..4 DES• BY: BS Is the responsibility of th erecter Additional 2'oh.and at 10'o,c.respectively unless braced throughout their length by AlgiPmwr po ty t permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaillC). f,/'r.;im. DATE: 7/11/2014 the overall structure is the res••nkibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown v* f 0 4.No load should be applied to a y component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. "'I OREGON to SEQ. : 5992821 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 4 4, „,,1k S� design loads be applied to any component. and are for"dry condition"of use. ,+' q1„• 2� T TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6,Design assumes foil bearing at all supports shown.Shim or wedge if Q 14 �{y. fabrication,handling,shipment and Installation of components. necessary. t/ ...Op 7.Designlaesassumes adequate as nis faces of truss,and placed so their center (IIIII IIIII II II III I IIIII IIIII IIIII IIIIIIII TPINVTCA In SCSI,copies of which will be furnished upon request. git coincideIntwith joint pate In nchs. 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 11111 111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O,C. 2-3=(-126) 92 3.4=( -64) 25 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 353V -29/ 135H 5.50' 0.57 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -142/ 337V 0/ OH 1.50" 0.43 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -13/ OV 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. 2; Design checked for net(-5 psf) uplift at 24 "oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0,111" 12 • MAX TC PANEL LL DEFL = 0.047" @ 2'- 9.3" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" 6.00 I/ ri MAX HORIZ. LL DEFL = -0.001" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 3 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting ') system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), V' load duration factor=l,6, d Truss designed for wind loads in the plane of the truss only. c) o„,_ v C p� 1 ►� 5i=� M-3x4 0-10 6-00 (PROVIDE FULL BEARINGAJts:2,5,3,41 1-11-11 JOB NAME : POLYGON PLAN 5-B NH - J4 Scale: 0.5653 Ore �R 03 pN ISI WARNINGS: GENERAL NOTES,unless otherwise noted: / 'osy, 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�C� t dr2y 0 M E 'r Truss: J4 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 responsibillty of the building designer. ,eor' 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at " DES• BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �rr�� Is the responsibility of the erector Additional permanent bracing of 4601100P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '"- DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.InstaIlation of truss Is the responsibility of the respective contractor. OREGON SEQ. 5992822 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �4„ t ASL/ design loads be applied to any component. and are for"dry condition"of use. <64.1:311111\74-�1,. 2�� 1 TRANS I D: 403334 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 7 , P fabrication,handling,shipment and Installation of components. necessary. J� 6.This design is furnished subject to the limitations set forth 7.Designlaesassumes adequateatedon drainage is muss,a. "r (� ` �,. IIIIII II II II I II I III III I VIII II III) g 1 by 8.Plates shall be located both faces of truss,and placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines.9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXP(RES.12/31/2015 1E1(VIII( This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2.3=(-96) 68 TC LATERAL SUPPORT <= 12"OC. UON. 1 LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0' 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -49/ 379V -22/ 104H 5.50" 0.61 KDDF ( 625) 5'- 9.2' 0/ 74V 0/ OH 5.50" 0.12 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -69/ 160V 0/ OH 1.50" 0.26 KDDF 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. X0060. 2: Design checked for net(-5 oaf) 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 = 0.001" @ 0'--10.0" Allowed = 0.083' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'•-10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0,079" @ 3'- 7.2" Allowed = 0.395" 5-11-11 MAX TC PANEL TL DEFL = -0.092" @ 3'- 4.8" Allowed = 0.593" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 12 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 6.00 C7- DESIGN ASSUMES MOISTURE CONTENT DOES 3 -/ NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, ho20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, Truss designed for wind loads in the plane of the truss only, v 0 I I M O,,_ V o/- 1 4 M-3x4 0-10 (PROVIDE FULL BEARIN6:Jt3:, ,4.3I 6-00 i) P FtJOB NAME : POLYGON PLAN 5-B NH J3 Scale: 0.5843 5� � N���5/'" WARNINGS: I I GENERAL NOTES,unless otherwise noted: .. JI� 'v 1.Builder and erection con ractor s ould be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual a - .( L 04 E C` building component.Applicability of design parameters and proper Truss: J 3 and Warnings before co stru o commences. Incorporation of component is the responsibilty of the building designer. 2.2x4 compression web br ring t be Installed where shown+, 2,Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bra Ing t i sure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by � " DES. BY: BS is the responsibility of th are Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal C). �rMMsi! DATE: 7/11/2014 the overall structure Is res Ibility of the building designer. 3.2x impact bridging or lateral bracing required where shown++ ♦ Cr SEQ. : C/1Q 4.No load should be applied to a y component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. -e/ OREGON IE/ S E . : 5 992823 fasteners are complete and at o time should any loadsG greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, . ns ,,Gr A design loads be applied to any component. and are far"dry condition"of use. /� 'r)r' r�Q ..l... TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q /4, 0:,k- fabrication, h fabrication,handling,shipment and installation of components. necessary. 4,14 � V P Po 7.Designlaesassumes adequate drainage is of } 'I„ 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11011111111111111111111 TPI WTCA in SCSI,copies of which will be furnished upon request. git coincide with 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(MiTek) EXPIRES:12/31/2015 11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-63) 49 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 321V -14/ 73H 5.50" 0.51 KDDF ( 625) Connector plate prefix designators: 3'- 10.9" -99/ 114V 0/ OH 1.50" 0.18 KDDF 625) C,CN,C18,CN18 or no prefix) = ormpuTrusLL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 57V 0/ OH 5.50" 0.09 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 IRC 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 MAX LL DEFL = 0.001" @ 0'-•10.0" Allowed = 0.083' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'•-10.0" Allowed = 0.111" 3-11-11 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" T '( MAX TC PANEL LL DEFL = 0.012" @ 2'- 2.2" Allowed = 0.246" MAX BC PANEL TL DEFL = -0.034' @ 3'- 1.4" Allowed = 0.333" 12 MAX BC PANEL TL DEFL = -0.004' @ 4'- 1.4' Allowed = 0.333" 6,00 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. '' Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFAS(Dir), load duration factor=l,6, Truss designed for wind loads o in the plane of the truss only. N C7 O,,- 7 O O� 1 �4 M-3x4 y y y 0-10 )PROVIDE FULL BEARING:Jts:2.3,4) 6-00 JOB NAME : POLYGON PLAN 5-B NH - J2 Scale: 0,6394 , („Ns, 1hFyLV , WARNINGS: GENERAL NOTES,unless otherwise noted: C9 '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 '1 s 92.s E T'ii S S: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper LLL 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. �.r 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �"^ llow DES. BY: BS is the responsibility of the erector Additional permanent bracing of 2'o.c.and at 10'o.c.respectivelyunless braced throughout their lenggth by conunuaus sheathing such as plywood sheathing(T C)and/or drywall(BC). „r"`*.1mm , !"t DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 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. OREGON Q, SEQ. : 5992824 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_ W design loads be applied to any component. and are for"dry condition"of use. '\ � TRANS I D: 403 334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If </) .44/1;. 14' 2.(1t - necessary. �T fabrication,handling,shipment and installation of components. 6.This design is furnished subject to the imitations set forth 7.Design assumes adequate onne otc drainage i oftrus,provided. iti ARA- 6. I IIIIII II II VIII IIII VIII VIII IIII IIII IIII 8 Plates shall be located both faces truss,and placed so their center +7 rl TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ones. 9.Digits incate size MiTek USA,InC./COmpUTrus Software 7.6.6(1 L)-E late in inches. 0.For basic connectoroplate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11E1 IIIIIII 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=2.2=(•30) 42 40 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 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: 10.0" 0.0° TOTAL LOAD = 42.0 PSF 0'- 0.0" -49/ 263V -7/ 43H 5.50" 0.42 KDDF ( 625) 1'- 10.9° -108/ 90V 0/ OH 1.50" 0.14 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 48V 0/ OH 5.50' 0.08 KDDF 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ORD. 2: Design checked for net(•5 gsf) uplift at 24 "oc soacing.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" 1-11-11, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0,001" @ 0'--10.0" Allowed = 0.111" 1' 1' MAX TC PANEL LL DEFL = 0.001" @ 1'- 0.0" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.003' @ 1'- 1.5' Allowed = 0.145° MAX BC PANEL LL DEFL = 0.005" @ 2'- 8.6" Allowed = 0.250" 12 MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.333" 6.001 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. I i 3 Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. o o f- M. ooh 1 2� ��4 M-3x y ), i, 0-10 (PROVIDE FILL BE4RING:Jts:2.3,4( 6-00 ) PRoFtc, JOB NAME : POLYGON PLAN 5-6 NH J 1Scale: 0.7144 ��/G///INE. s'' e 1:09 0 WARNINGS: GENERAL NOTES,unless othervnse noted: �4,/ .C�/1/ 'y 1.Builder and erection co tractcr lhoutd be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual *,* Truss: J1 and Warnings before c nstructi n commences. building component.Applicability of design parameters and proper / 2.204 compression web acing must be Installed where shown+. incorporation of component is the responsibility of the building designer. ' /!r,,.+"'� 3.Additional temporary b ting o nsure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,++' 2'sc.and at 10'o.c.respectively unless braced throughout their length by , '" DES BY: BS Is the responsibility oft e ere-t r.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ` DAT E: 7/11/2014 5992825 /11/20144 the overall structure is a resp risibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ • ft SEQ. : 5992$25 4.No load should be app ed to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. it.OREGON (4, fasteners are complete and a no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, qG -r{.e! ,,,, ,. design loads be applied to any component. and are for"dry full beating g use. /6 -y�'' 14 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the e.Decease assumes full bearing at all supports shown.Shim or wedge If "CI'�* fabrication,handling, ry. Ll A V shipment and Installation of components. 7,Design assumes adequate drainage is Provided. r-IR`�.•-�'- B.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 IIIIIII VIII VIII III I VIII VIII VIII(III(III TPiMlTCA in BCSI,copies o4 which will be furnished upon request, git coincide with joint tecenter Fries. ( s.Digits indicate size of plate in inches.vale EXPIRES:12/31/2015 MiTek USA,Inc./CompuTrus Software 7.6.6 1 L)-E 10.For basic connector plate design values see ESR-7311,ESR-1988(MiTek) IIIIIIIIIIIIII - This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF CATION TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF 818BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 42 2- 8=( -97) 190 8- 7=( 0) 18 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2- 3=(-257) 48 7- 9=(-158) 297 7- 3=( 0) 49 3- 4=(-224) 105 3- 9=(-308) 164 IC LATERAL SUPPORT <= 12"OC. UON. LOADING 4- 5=(-153) 67 BC LATERAL SUPPORT <= 12"OC. DON. LL( 25,0)+0L( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -68) 32 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0° 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C 8,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -29/ 351V -53/ 231H 5.50" 0.56 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 2.3" 0/ 127V 0/ OH 5.50" 0.20 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. 5'- 10.9" -120/ 259V 0/ OH 1.50" 0.33 KDDF ( 625) 9'- 10.9" -137/ 286V 0/ OH 1.50' 0.37 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.7" -50/ 106V 0/ OH 1.50" 0.17 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. !COND. 2: Design checked for nett-5 oaf) uplift at 24 "oc spacing,j VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111° MAX LL DEFL = 0.008" @ 2'- 3.8" Allowed = 0.254" 13-11-11 MAX TL CREEP DEFL = -0.015" @ 2'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.007" @ 5'- 2.3" -/ MAX HORIZ. TL DEFL = 0.009" @ 5'- 2.3" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4,2,BCDL=6,0, ASCE 7-10, 'i (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 00 load duration factor=1.6, 0 o Truss designed for wind loads 1141111111111111111° .1.• o in the plane of the truss only. cp M-4x6 t�� rAj OD M-3x4 gdigi4r ��lim o o is�sla[ 9 6 M-3x4 0 O N `M M-3x4 M-1.5x4 N r 1' ,, 1- 2-03-12 2-10-08 0-09-12 r ) 1- y 0-10, 2-05-08 1, 11-06-03 y 6-00 7-11-11 (PROVIDE FULL BEARING:Jts:2,9,4,5,61 JOB NAME : POLYGON PLAN 5-B NH - J7C Scale: 0.3025 ROpe As(<:i\ `A1, WARNINGS: GENERAL NOTES,unless otherwise noted E? /�j 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual - ,(// E � Truss: J7C and Warnings before construction commences. building component.Applicability of design parameters and proper 'y `® r 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. DES. BY" BS 3. 2.Design assumes the top and bottom chords to be laterally braced at Additional temporary bracing to Insure stability during construction 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: 7/11/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as ptywood required in ere shown and/or drywall(6C). .,/Yom, , Po b 9 3.2o Impact bridging or lateral bradng where shown++ n r�o�]C 4.No load should be applied to any component until ane`all bracing and 4.Installation of buss is the responsibility of the respective contractor. OREGON SEQ. : 5992826 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_ Q° ,. design loads be applied to any component. and are for"dry condition"of use. +��,, �J'9Y °� +'f*. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all support shown.Shim or wedge if Q " 2 fabrication,handling,shipment and Installation of components. necessary. ,}-fi ,�yl;y. 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided. /'"Z P R(O: VV I IIIIII IIIIIIIIIIIIII VIII III VIII IIII IIII 8.Plates shall be located on both faces of truss,and placed so their center rT 1 t TPINYTCA In BCSI,copies of which will be furnished upon request. lines coindde with joint center lines. 9.Digits Incate size MiTek USA,inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design vf late in alues see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111 11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2- 8=(•102) 178 8- 7=( 0) 18 BC: 2x4 KDDF N1&BTR ' SPACED 24.0" 0.C. 2- 3=(-245) 43 7- 9=(-165) 278 7- 3=( 0) 49 WEBS: 2x4 KDDF STAND 3- 4=(-213) 71 3- 9=(-289) 171 LOADING 4- 5=(-155) 77 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-101) 0 BC LATERAL SUPPORT <= 12"OC. UON. IL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 10.0" 24.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector prefix designators: 0'- 0.0" -27/ 356V -39/ 215H 5.50" 0.57 KDDF ( 625) plate5'- 2.3" 0/ 122V 0/ OH 5.50" 0.20 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 10.9' 136/ 299V 01 OH 1.50" 0.38 KDDF ( 625 M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" -183/ 299V 0/ OH 1.50" 0.52 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'GOND. 2: Design checked for net/-5 soft uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111' MAX LL DEFL = 0.009' @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.014" @ 2'- 3.8" Allowed = 0.339" 11.11.11 MAX LL DEFL = 0.042" @ 11'• 11.7" Allowed = 0.200" MAX TL CREEP DEFL = -0.048" @ 11'- 11.7" Allowed = 0.267" " -/ MAX HORIZ. LL DEFL = -0.007" @ 5'- 2.3" MAX HORIZ. TL DEFL = 0.009" @ 5'- 2.3" DESIGN ASSUMES MOISTURE CONTENT DOES 12 NOT EXCEED 19%AT TIME OF MANUFACTURE. 6.00[7i') 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, co (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, v:- - Truss designed for wind loads m1 in the plane of the truss only. / M-4x6 ,iiii 46� a M-3x4 �LB� co . -7 oam ��' M 3x4M 5x4 -7 9 0 M-3x4 1 1 1 1 2-03-12 2-10-08 0-09-12 1 1 1 1 0-101 2-05-08 1 9-06-03 1 6-00 5-11-11 (PROVIDE FULL BEARING:Jts:2,9.4.51 JOB NAME : POLYGON PLAN 5-B NIi J6C Scale: 0.3429 SCD INF -1y`�s/, WARNINGS: GENERAL NOTES,unless otherwise noted: 44C? J(! '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 � t,.'2 0 0 E r Truss: J 6C and Warnings before cgnstrudiOn commences. building component.Applicability of design parameters and proper �I 2.204 compression web biradng n(ust be Installed where shown+. Incorporation of component is the responsibility of the building designer. /,! 3.Additional temporary b ting to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at /' 2'continuous and at 10' in respectively unless braced throughout their length)by DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall C). r"Yom"'' DDATE• 7/11/2014 the overall structure Is be responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ SEQ. : 5992827 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 ltf 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, gh. -, ,St`{ design loads be applied to any component. and are for"dry condition"of use. ' �11 14 n$ 4. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.nDe ease assumes full bearing at all supports shown.Shim or wedge If < Q fabrication,handling,shipment and installation of components. ry L+ p P 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,end placed so their center 11131111111111111111 TPINYTCA in BCS(,copies of which will be furnished upon request. git coincide with joint ainr Ines. 9.Digitssoincide size oplate ein inches.Ine. 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 11111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1,15 1-2=) 0) 42 2-7=( -69) 178 7-6=) 0) 18 BC: 2x4 KDDF #16BTR SPACED 24,0' O.C. 2-3c(-245) 43 6.8=(-114) 278 6.3=( 0) 49 WEBS: 2x4 KDDF STAND 3-4=(-153) 71 3-8=(-289) 118 LOADING 4-5=( -70) 32 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 OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42,0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector late prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -27/ 347V -37/ 166H 5.50" 0.55 KDDF ( 625 P 9 5'- 2.3" 0/ 122V 0/ OH 5.50" 0.20 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 10.9" -138/ 301V 0/ OH 1.50" 0.39 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7' -49/ 103V 0/ OH 1.50" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND, 2: Design checked for net(-5 asfl uplift at 24 "oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10,0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111' MAX LL DEFL = -0.007' @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.014' @ 2'- 3.8" Allowed = 0.339" 9-11-11 MAX HORIZ. LL DEFL = -0.005" @ 5'- 2.3" '( I MAX HORIZ. TL DEFL = 0.009" @ 5'- 2.3" /- -/ DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19h AT TIME OF MANUFACTURE. I° Design conforms to main windforce-resisting 6.00C17' system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads o ,l o in the plane of the truss only. 'n 4 M-4x6 oFille:..___-1Millmimmimr..._ e a -/coo _ MIRI M-3x4 M-1.5x4 -/o M-3x4 M-3x4 y 1, i, y 2-03-12 2-10-08 0-09-12 y ), y y 0-10 1, 2-05-08 7-96-03 y 6-00 3-11-11 'PROVIDE FULL BEARING;Jts:2,8,4,5) JOB NAME : POLYGON PLAN 5-B NH - J50 scale: 0.3783 `G;�Rcri PR° s,0� WARNINGS: GENERAL NOTES,unless otherwise noted: „ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual £2,- •.2®• E 1- Truss: J 5 C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ' 4, DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 ft C�1 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON S E Q Q4., 4f \Ix 40 A TRANS I D: 403334 design loads be applied to any component, and are for"dry condition"of use. / +�',, 2� .! 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 O 14 fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage Is provided. - rr--s� 6.This design is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center �`�C�n to- IIIIII II II III VIII I III(IIII III IIII IIII TPI WTCA in BCSI,copies of which will be furnished upon request. gcoincideintwith joint acenter 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-1888(MiTek) EXPIRES:12/3112015 IIII HAI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2.7=( -84) 228 7.6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-297) 65 6-8=(-138) 358 6.3=( 0) 50 WEBS: 2x4 KDDF STAND 3-4=(-153) 82 3-8=(-372) 143 LOADING 4.5=(-100) 0 TC LATERAL SUPPORT <= 12"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 TOTAL LOAD = 42,0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 23.7" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -35/ 328V -24/ 151H 5.50" 0.53 KDDF ( 625) Connector plate prefix designators: 5'- 2,3' 0/ 144V 0/ OH 5.50" 0.23 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -182/ 415V 0/ OH 1.50" 0.53 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD, TOP ICOND. 2: Design checked for net(-5 Osf) uplift at 24 "oc soacing.b AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.010" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.018' @ 2'- 3.8" Allowed = 0.339" MAX LL DEFL = 0.041' @ 7'- 11.7" Allowed = 0.197" MAX TL CREEP DEFL = -0.047' @ 7'- 11.7" Allowed = 0.263" 7-11-11 MAX HORIZ. LL DEFL = 0.007" @ 5'- 2.3" MAX HORIZ. TL DEFL = 0.011" @ 5'- 2.3' 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00[7' NOT EXCEED 19%AT TIME OF MANUFACTURE. „ig0000000000 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 m24 �LASCE (All Hei hts), Enilosed, Cat.2Exp B, MWFRS(Dir) ,o v load duration factor=1.6, Truss designed for wind loads o 4- M-4x6 c; in the plane of the truss only. ,....4 C o M-3x4 �k8- _� c. i �o `r` g IM-3 4 M-1.5x4 �a 0 7 0 0 M-3x4 y ), I > ), 2-03-122-10-08 0 09.12 J, ) > y 0-10 1, 2-05-08 5-06-03 y y fi-00 1-11-11 (PROVIDE FULL BEARING;Jt1:2,8,4I JOB NAME : POLYGON PLAN 5-B NH J4C ‹ ° p °�ss Scale: 0.4268 c Ca1NE /Ap-- WARNINGS: GENERAL NOTES,unless otherwise noted: -,. •"Tru1.Builder and erection contractor should be advised of all General Notes 1,This design Is based only upon the parameters shown and is for an individual w.. ±124 a P E 1- Truss: ss: J4C 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 responsib dty of the building designer. 3.Additional temporary bracing to Insure stabitty during construction 2.Design assumes the top and bottom chords to be laterally braced at ' ,y� DES. BY: BS Is the responsibility of the erecOor.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 drywal C). .+'x+r4 e. . *WOW DATE: 7/11/2014 the overall structure is the resppreibility 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. -s .OREGON W SEQ. : 5992829 fasteners are complete and at no time should any b 5.ads greater than Design assumes trusses are to be used in a non-corrosive environment, 4 Vj'. ,_t` to design loads be applied to any component. and are for"dry condition"of use. .+' '44' "4.'' TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if © 1 f�Iy fabrication,handling, Design assumescessary. It7l R Ft 10- 6. Lr shipmentand Installation of components. 7,Design adequate drainage Is provided. 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 (IIIII IIIII IIIII III IIIII IIIII IIII III IIII TPINYTCA in SCSI,copies of which will be furnished upon request. git coincidenlwith joint center Ines. 9.Digitssndsize of tplate ein inches.e. 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 IF i This design prepared from computer input by 111110411This LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 42 2.6=(-135) 228 6.5=( 0) 18 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-297) 65 5.7=(-218) 358 5.3=( 0) 50 WEBS: 2x4 KDDF STAND 3-4=( -55) 41 3.7=(-372) 226 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.N) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD = 412.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES TOTAL LOAD = 42.0 PSF (SPECIES) OVERHANGS: 10.0" 0.0" 0'- 0.0" -48/ 365V -22/ 104H 5.50" 0.58 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 2.3" 0/ 144V 0/ OH 5.50" 0.23 KDDF ( 625) Connector plate prefix designators: 5'- 11.7" -48/ 108V 0/ OH 1.50" 0.17 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (GOND. 2: Design checked for net(-5 psi) uplift at 24 "os sPaCing.I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001° @ 0'--10.0" Allowed = 0.111' MAX LL DEFL = 0.012" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.018" @ 2'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.009" @ 5'- 2.3" MAX HORIZ. TL DEFL = 0.011" @ 5'- 2.3' 5-11-11 T ' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 6.00 17"" system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. o 0 v M-4x6 0 0 cr, � N ap M-3x4 co imi_ co -/o 0 2mg o m' M-3x4 M-1.5x4 o 0 M-3x4 1, )" y 1, 2-03-12 2-10-08 0-09-12 )' y ), ), 0-10 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING:Jts:2,7,41 JOB NAME : POLYGON PLAN 5-B NH - J3C Scale: 0.4902 `ca��'�1,:t �PRQz WARNINGS: GENERAL NOTES,unless otherwise noted: 6:1‘..- DES. y 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual i''''5' aw i-^ Truss: J3C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. + 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at .,+' DES`. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,,�"�*�n dr DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 41r (r SE 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 to SE bads greater than 5.Design assumes trusses are to be used In a non-corrosive L,orrosive environment, �' 1 design loads be applied to any component and are for"dry condition"of use. y/� '91'' �4 �„ TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if V , �`y fabrication,handling,shipment and Installation of components. necessary. 4 �R � 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 HI I II VIII(III VIII 1111111111111 IIIIIIIIIIII'll TPINYTCA In SCSI,copies of which will be furnished upon request. Digit coincide with joint centernches 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 111110 411 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2.6=(-46) 123 6-5=( 0) 18 BC: 2x4 KDDF H1&BTA SPACED 24.0" O.C. 2.3=(-188) 24 5-7=(-76) 191 5.3=( 0) 48 WEBS: 2x4 KDDF STAND 13-4=( -22) 28 3-7=(-198) 79 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. I DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" 0'- 0.0' -48/ 325V -14/ 73H 5.50" 0.52 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9' -84/ 70V 0/ OH 1.50" 0.11 KDDF ( 625) Connector plate prefix designators: i 6'- 0.0" 0/ 98V 0/ OH 5.50" 0.16 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc - LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 osfl uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX IL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.005" @ 2'- 3.8" Allowed = 0.170" MAX TL CREEP DEFL = -0.010" @ 2'- 3.8" Allowed = 0.226° MAX LL DEFL = 0.000" @ 5'- 2.3" Allowed = 0.078" MAX BC PANEL TL DEFL = -0.002" @ 3'- 11.9" Allowed = 0.128" 3-11 11 MAX HORIZ. LL DEFL = -0.004" @ 5'- 2.3' MAX HORIZ. TL DEFL = 0.006' @ 5'- 2.3" 12 I DESIGN ASSUMES MOISTURE CONTENT DOES 6.00� ''. NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M 4x6 0load duration factor=l.6, Truss designed for wind loads 1 co o in the plane of the truss only. 0 -/ o M 3x4 OlIllIllIllIlIlIllft'•--- / �_ IN ►-� o� M-3x4 o M-1.5x4 0 21 6 o , 13x4 0 y 1, y 1- 2-03-12 2-10-08 0-09-12 1, y y y 0-10 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING:Jts:2.4,7I • JOB NAME : POLYGON PLAN 5-B NH J2CScale: 0.5343 �g,s(<- GINE:-�yso WARNINGS: GENERAL NOTES,unless otherwise noted: I 'T �'" rf�+ 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 L''4,5 .5'2 r A® E Truss: J 2C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing t insure stebiRty during construction 2.Design assumes the top and bottom chords to be laterally braced at .+'� DES. BY• BS2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erec�or.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). A DATE: 7/11/2014 the overall structure Is the resppnsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /I 4r- 4.No load should be applied to arty component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON 40SEQ. : 5992831 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, V ,�>k design loads be applied to any component. and are for"dry condition"of use. / .Q 1,r 2� .) TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at ail supports shown.Shim or wedge if Q 1 r necessary. ilie,ici E;11.‘-Q fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II II T III I II I IIII VIII VIII III III TPI WTCA In BCSI,copies of which will furnished upon request. git coincide with jointcenterche. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 I This design prepared from computer input by I11III I III PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-68) 30 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: 10.0" 0.0" TOTAL LOAD = 42.0 PSF O'- 0.0" -58/ 287V -14/ 73H 5.50" 0.46 KDDF ( 625) Connector plate prefix designators: 1'- 9.2" -3/ 60V 0/ OH 5.50" 0.10 KDDF ( 625) 9 LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -44/ 94V 0/ OH 1.50' 0.15 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. 100ND. 2: Design checked for net(-5 osf) 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 = 0.001" @ 0'--10.0" Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.067" 12 3 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" irri 6.00 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES '' NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, d. (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. O /- 1 2 -41 4' -/ M-3x4 y y 1, y 0-10 2-00 1-11-11 [PROVIDE FULL BEARING:Jts:2,4,31 JOB NAME : POLYGON PLAN 5-B NH - ASJ2 Scale: 0.8541 ' 0 WARNINGS: GENERAL NOTES,unless otherwise noted: �! // "K 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual •[_5�j 0 0 E 91•+ Truss: ASJ 2 and Warnings before construction commences, building component.Applicability of design parameters and proper ✓ 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'c.c,and at 10'o.c,respectively unless braced throughout their length by r r�r" is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as sheathing(TC) rywall(BC). , j,�IBArr! ' "�""-r DATE: 7/11/2014responsibilitybuilding designer. bridging plywood w C endno+d d the overall structure is the res onsibili of the 3.2x Impact bdd in or lateral bracingrequired 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. : 5992832fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, qL �jy, �� ,��/ TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. / �y' 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, h,p. fabrication,handling,shipment and installation of components. necessary. SJ 7.Design assumes adequate drainage is provided. PR I�-`". 6.This design is furnished subject to the Irritations set forth by B.Plates shall be located on both faces of truss,and placed so their center 11111 II II VIII III 11111 VIII VIII III[III TPINYTCA In SCSI,copies of which will be furnished upon request, lines coincide with joint center 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 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( -3) 42 2.4=(0) 0 BC: 2x4 KDDF M18BTR SPACED 24.0" O.C. 2.3=(-45) 15 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: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -62/ 263V -7/ 43H 5.50" 0.42 KDDF ( 625) 1'- 9.2" -18/ 21V 0/ OH 5.50" 0.03 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,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 psfl uplift at 24 "oc spaci q.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" T l' MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.050" MAX TC PANEL TL DEFL = -0.001° @ 1'- 2.9" Allowed = 0.145" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.00 l '' MAX HORIZ. TL DEFL = -0.000° @ 1'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 -/ load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Adi v 0 CO O/- o 1 2 <f 4 >< M-3x4 J• y y 0-10 2-0CYI (PROVIDE FULL BEAAING;Jts:2.4.3I JOB NAME : POLYGON PLAN 5-6 NH ASJ1 ,�gt,t) PROF,-A, Scale: 0,7139 C� GINE / WARNINGS: GENERAL NOTES,unless otherwise noted: '�.Sy 1.Builder and erection contracto should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual u - _....116 2®II E_ l Truss: ASJ 1 and Warnings before co rstru op commences. building component.Applicability of design parameters and proper 2.214 compression web bracing st be installed where shown+. Incorporation of component is the responsibility of the building designer. �+ 3.Additional temporary bracing t i sure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at / DES. BY: BS2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the ere o Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,Allllar - DATE: 7/11/2014 the overall structure is the res onslblhty of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �I 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. -'�,r OREGON 4/ SEQ. : 5 992833 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. V9 1� A design loads be applied to any component. end are for"dry condieon"of use. //�_."h.it n 3 -.- TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if V , 1yCj necessary. 41,.' V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. +:R f II 6.This design Is furnished subject to the finrtafions set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111111 TPINJTCA in eCSI,copies of which will furnished upon request. it coincide with jointaIn lines. 9.Digits indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015