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Plans (33) 5_r.Ac)/4 - Cr').,2-; Mil - MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL 14-90 U P 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 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. ���ED PRO FFss �NGINEF� �0 8 0 2PE y A� OREGON r <UU 'pOn BER ' v.. A. HER EXPIRES:06/30/2015 April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Nil MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 9161676-1900 Fax 9161676-1909 Re: PL14-90uP 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. ONIO 050�.wtisy 49639` . 44.6600., April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job PL14-90UP Parc Lumber 8 Truss Co., Oty _ Lake Oswego,Oregon 6 lO:,7axn4O5Hn7h 70 J 51 s an 13-r..- �s �r- IyaUAcs an 1 2014 MrTek Industries,Inc.Mon A 2-2-9 -cH7(dJc1VpmObbIRPOfzOQTa 21 15:3921 2014 Page l 9o7B0ohg07S71HOPDh 2-4-1 t Scale=1:28.6 1.5x3 II 1 3x5- 2 1.54 II - 3x4 3 4 1.5x3 II 1.5x3 11 w 5 3x5 �—�tale - i 7 1.5x3 II 8 13 12 3x4- 3x8 - 11 10 3x4= 3x4- 3x4=- 0-8-1 9-11-9 Plate Offsets 9-11.9 ion 1 10:0-1 8 Ed,a 11:0- _ fo/t 11-4-9 LOADING(ps1) 1 8 Ed.a 11.31 a 0.7-0 16-4-12 TCLL SPACING 0-7-0 at-e s 0.3 TCDL 40.0 Plates Increase 1-7-3 10.0 1.00 CSI BCLL 0 0 Lumber Increase TC 0.49 DEFL BCDL 5.0 1.00 VertLLm (loc) Udell L/d Rep Stress Incr YES BC 0.64 Vert(LL) 0.0-0.25 11-12 >783 480 PLATES Code IBC2012/7PI2007 WB 0.56 Vert(TL) -0.40 11-12 >487GRIP LUMBER (Matrix) HO2(TL) 0.05 360 MTgh 220/195 TOP CHORD 9 n/a n/0. BOT CHORD 2x4 DF No.1g,Btr(flat) WEBS 2x4 DF No.1&Btr(flat) BRACING Weight:721b 2x4 DF Stud&Dtr fla FT=0%F,0%E TOP CHORD Structural wood sheathing) at) directly applied or 6 9=715/0 4 4 Rigid ceilingg 0°C Purlins, except FORCESOP CHORD p-/Max.Ten.-All forces 250 Ib 0 0 oc bracing. TOP CHORD 26-10=-316/0, 0 2061520 _463/0, ;463/0,4-51-2 (5 6=-2532/0 exceptss WETS 12-13- 1 11=0/ -316/0,y_ 0/2805 11=0/2532,9.10_ 6-7=-2532/0 13=_1640/0,2-12- -0/1515 when shown. NOTES -0/1018,4-12=-370/0,¢11_ 1)Unbalanced -46o/16i 7-9=-1636/0, „yr floor live loads have been 7-10=0/1105 2)Refer to girder(s)for considered for this design. G0 0 .w� 3) truss designed to truss connections. 4)Recommend9ned in accordance with the 2012 InternationalC� be Thisatruss ised to 2x6 sled in acco,on edge,spaced Building walls at their outer ends or restrained by Code section 23 10-0-0sso oc and fastened to each1 and referenced standard LOAD CASE(S) Standard other means. truss with 3-10d(0.131"X 3" ANSI/IPI L , )nails. Stron9bachs to d i 4;7 ti 49639 •s.G NFFs) 87022.E "5, OREGO o 0 S aeR� k LHE EX .,N PIKES06/3A April 22,2014. p® awrr� Yer fydesign paramears and READ iG7ESC TH. ACIUDE0 MI7EYREFEl MIL 7473 j/jy/�ISBn rDeign valxl for use o M7ek connectors.fie design o based fyupon parameters shown,and h for anni bhe rcompa^eAPplcabrrly of design parameters and proper of component k responsibility tosureaff designer-not Bracing shown bferal support of individual web members only.Additional&temporary bracing instaty during construction ressof the erector. permanent braethe structure rutsbA r of the building dedgnegeneral B� regarding e anMiTek'fabrcacontrol, erection and bracing.consult j � 4cDS6.89 and SCSI AgTPonenf fm tsC56C7777Gregenhba,ca9e1S0uite 109Safety Information )Isem buss Plate Institute,781 .Lee � Suite ea A 2231tt euffiernPine litym tsPecrtyShe design vatuesare thosetlecliye Alexandria. bvnLsc Qty Truss Type 5gip 1ppIIIIIIIIIa BcGRF3yEw5zO0TZ Truss 7.S10sJan 13?�UY-4U1qfdfJ7uFCIZU 7132fOY1183g0�2014 Page 1 Job FLOOR OsHnThNaUAcr^O 2Apr 21 0 F02 ID:j7axn4 12� -as 1�— ale=1:27.7 PL14-90UP o Oregon Pacific Lumber&Truss Co., Lake Oswego, 2-3.0 1.6.0 1 ~"� 1.5x3 II 1.5x3 II 3x4= 10 3x4= g : 1.5x3 II 7 8 3x4= w=_y�A 6 \c:1.5x3 II ^ I■ 3x4= ire 1.5x3 II 34x6_ 4 —SIA 'laaa are, ear— �� 'ice 'rte 11 `'I,ll ' r 13 12 _ 3x4-. �!a 3x4 is 14 _ 1.5x3 II a� 4x 3x5_ 17 3x6= 4x5 3x4 PLATES GRIP �4 in (lot) Weft Ltd MT20 2201195 12:0-1-8Ed•e DEFL Weft id ;0-1-8 Ed•e CSI Vert(LL) -0.07 13 14 >g99 360 =0%F,0%E T L Offsets X 1-7-31.0TO 0.25 Ve ff(TL) -00 13 14 99 4808FT SPACING 1.00 BC 029 0.01 11 Weigh1:741b LOADING(10. Plates Increase 1.00 0.43 Hort(TL) TCLL 40 0.0 Lumber Increase WB oc purlins, except TOOL 10.0 Rep Stress Ina YES (Matrix) directly applied 4 lb 0 BCLL Code IBC2012/IPI2007 BRACING la 5.0 TOP CHORD Structural wood sheathing p bracing. 6-0 LUMBER end verticals. applied or 6 0 BOT CHORD Rigid ceiling directly Pp TOP CHORD 2x4 DF No•1&Btr(flat) ptli0 BOT CHORD 2x4 DF No. 2x4 DF Stud/Std(flat) 3351Mechanica1,11=4561Mechanical REAS (min.0-1-8),17=-335/Mechanical, 7= O�7 pfwr (lb/size) 16=126610-5-6 ( � �,r{, t G'O 'r�REAC710NS Mex Upidt17=-426(LC 4) 4 LC 3),11=457(LC 4) C�Max Grav 16=1266(L01),17= ( 1, ". . Nor less except when shown• col , hen 7-8'"109910, it.kA IMax.Ten. All forces 25p6 100210.6-7=-1002/0, _ �. FORCES (Ib)-Max.Comp• 0!750,4-5=017 50, 2-6-17=- 64 3 4= if; �It.8 TOP CHORD 8 9=_109910 48639 17=-66410.15-16=1294f0,14-15=0f5-14=01737,13151059•�177/0.9-0960/OZ-0189 � �� BOT CHORD 316=71810,2-17=0(J98,2-16=-66710, O�. CIST WEBS 9-12=01379,3-15=01856 �iS'S?IONA��,l� for this design. at) joint NOTES 4261b upliftstandard ANSI(IPI 1. late capable of withstanding 1 and referenced backs to 1)Unbalanced floor live loads have been othconers) s t bearing P 0 131,X 3")nails. Strong PRO- 2)Refer to girder(s)for trans cto orda connections. t wag ns. Code section 2 06.13 nd r 3)Provide mechanical connection(by spaced at 10-0-0 oc and fastened to each truss ��{`��Gy N 86' LOAD rdance with the 2012 International Building 4)This truss is designed n9bas on edge, other means. 5)Recommend 2x backwards. 2PE �� be attached to walls at this outer or restrained by rc $70 / 6)CAUTION,Do not erect LOAD CASE(S) Standard cv N - 41/ Ni y,,4>.OREGO.. `1i)Q �0 F44$ER1 \-a:i" A. HO\ EXPIRES:06730Apn 22,2p14 � r�9Jzata>d�� Mill A PACE HII 7413 re � �- component. n UDED MIEK kEMENCE an Individual show MiTek 1815 Al INCt shown.and h fortier.Bracing This d si n parameters dear construction b the rescompone of the re 7•r77 G enback Lane sane 1 -°1 de n pa parameters and ropeREAD mb bow n b based po ens of buildingCtuus Heights.CA.95610 neat h resp°o lure stabiriN dvrus9general 9uidanae re9���enl fort. with ual webconnectors.memrincorporation of compo bracing designer, andBut p ng Component nnverpor a. g. Bu dl C erect valid for vee'Po parameters and props Additional i se the resPO brliN of the building Cdled fi of deigns PaeCti sure is eotrus to ANSI P11 QuO5 14. Applicability d of lrsdrvrdaal members h for lateral b0 of the overap shutAlexandra•V A 733 permanent bracing erection and brat Sheet Salve 31�lal�pl3 W AiSC erector.Additional�trot,storage•deWery. Truss%ate deli n;.aluesarethose effective fabrication.anon avaBa irospatifitd•the bed SaleN air. If 5euthem l 'Job 'Truss 'Truss Type I Qh 'Ply. 'S8 PL1490UP F03 FloorR41832524I 3 1 Pacific Lumber d Truss Co., Lake Oswego,Oregon - Job Reference(ootio 1al) 7.510 s Jan 13 2014 MTek lnduslries,Inc:Mort Apr 21 15:3923 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-Ygb42?eH4RO6gv8gYgiHCc57kT4EwOFaTjinSYzOQTY I 2-6-0 I 2-5-1 II 1-2-0 i I 2-4-11 I Scale=1:28.9 1.5x3 II 3x5 = 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 8 7 B o ct N \ . � — 44114414144114414111%, . A. 1,c4 O O 12 11 10 C 3x4= 3x8= 3x4= 3x5= 3x4= I 10-2.1 10-10.9 11-7-1 10-2-1011.8 10-7-01 1 16-7-4 1 0.7-0 0-1-8 5-0-3 Plate Offsets(X,Y): [10:0-1-8,Edge1.f11:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 TCDL 10.0Vert(LL) -0.2711-12 >739 480 MT20 220/195 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 BCDL 5.0 Code IBC2012/TP12007 Horz(TL) 0.05 9 n/a n/a (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) WEBS 2x4 DF Stud/Std(flat) end verticals. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS (lb/size) 13=725/0-4-8 (min.0-1-8),9=725/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=2508/0,3-4=-2508/0,4-5=-2587/0,5-6=2587/0,6-7=-2587/0 01 NIO N. 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 Q� f� I� r NOTES , G*l 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 ANSUTPI 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 be attached to walls at their outer ends or restrained by other means, i::0:it /i,��4ST$9639 1.4V LOAD CASES) StandardGISTER� cr . ::1)0/1 rpARL01-:c.." \c�\'�NG NERF�'s/. 9 02 870 2PE ter' to cv yp0'0j GREG IV cl,Ol(i .S A HERS EXPIRES:06/30/2015 April 22,2014 ®BAR -Ye.rib/designparameinrsandRFA.D?/ SON7HISANDJ7 tSFDME ITEKREFERENPAGENIL7473sec./29/2014DEMISEE r S Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual bulding 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 erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.quality control,storage.delivery-erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCS1 Building Component MiTek' Safety Information available from Truss Plate Institute.781 N.Lee Sheet,Suite 312.Alexandria,VA 22314. 7777 Greenback Lane,Suite 109 Citrus Heights,CA,95610 If Southern Pinef5P1 lumber is specified,the design values are those a ecave 06/01/2013 by AMSC 1 Job Truss Truss Type Qry Ply 5a R41832525 Floor PL14-90UP F04 I1 1 Job Reference(ODtiOnall I 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:24 2014 Page 1 Pacific Lumber6Tress co., Lake Oswego,Oregon ID7.510 zOQTX 1-4-11 i1 1-2-0 II 1-0-9 1 2-6-0 I I 2-3-0I Scale=1:31.6 1.5x3 II 1.5x3 II 4x5= 1x3 II 1.5x3 II 3x4= 1.5x3 II 3x4= .5.5 1.1x3 I I 3x6= 1 3 4 5 6 7 8 9 2 r ►. ►.�e e ��� O lcil IRII13 12 11 1.3x4= 15 14 358= 3x5= 3x4= 4x4= 3x4= 3x4 14-3-11 13-8-111 1 18-1-4 I 13.1-11 0.7-0 0.7-0 3-9-9 I 13-1.11 Plate Offsets(X.Y): (12:0-1-8,Edrel.113:0-1-B,Edctel SPACING 1-7-3 CSI DEFL in (loc) Vdefl Ud PLATES GRIP LOADING(0. Vert(LL) -0.33 13-14 >663 480 MT20 220/195 TCLL 40.0 Platesumbr Increase 1.00 TC 0.77 Vert(TL) -0.51 13-14 >419 360 TCDL 10.0 Lumber Increase 1.00 BC 0.84 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:81 lb FT=0%F,0%E BRACING TTOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except TOOMBER P CHORD 2x4 DF No.1&Btr(flat) verticals.rticals. yyBOT CHORD 2x4 OF No.1&Btr(flat) BOT CHORD ea did rticadirectly applied or 10 0-0 oc bracing. EgS 2x4 DF Stud/Std(flat) REACTIONS (Ib/size) 16=791/0-4-4 (min.0-1-8),11=791/Mechanical TONIO FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 0 TOP CHORD 2-3=-2635/0,3-4=-2635/0,45=-3446/0,5-6=3446/0,6-7=2477/0,7-8=2477/0,8-9..2477/0 `— �y BOT CHORD 15-16=0/1550,1415=0/3254,1314=0/3130,12-13=0/2477,11-12=0/1721 Q� �WASA> 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, Cr .. Cl d 6-13=-860/0 i 1..y. i ..Ft' 1.. Co 4 NOTES 1)Unbalanced floor live loads have been considered for this design. i�`4 r 2)Refer to girder(s)for truss to truss connections. 49 r l.Q7R' 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 496 1,$�- 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbac ks to /6- �F 1� be attached to walls at their outer ends or restrained by other means. - SS'IQNAL rP' LOAD CASE(S) Standard c:0 PROFc '. c.'<-oGNEE9 1--619 •87022PE -2-, �" N A, 5. tno GREG N do Yp �F4,i �,� C,4 I as A• HE¢� EXPIRES:06/3012015. April 22,2014 1 ` rr ®IVARNI.s/J-Verily design parameters sad READ DOTES ON THIS AND INCLUDED MPfEK FE sI S I hown, MUUis f7473or individual rex 148 El1Si nt. Design valid for use only with MOek connectors.This design is based only upon par truss Applicability of design parameters and proper incorporation of component is r e ponsrbling to irsurof sbuilding designer -not truss designer. the responsibilityr.Bracing of e M iT I is for lateral support of individual web members only.Additional temporary erector. le Additional permanent bracing of the overall structure is the slb0A of the building designer.For general guidance g kng 7777 Suite 109 fabrication.quality control,storage.detnery,erection and bracing.consult ANSI/TPII Quality Criteria,055.89 and SCSI Building Component Citrus Greenbackea,CA,Lane Su Southern Pine(SPI lumbar from Truss Itspec�ed theldesig'n values aretStreet. osse ofedcme 05J0Alexandria.byAttSC 4. [lob Truss !TrussTypeQty 5B PLI4-SOUP F05 I9 !Ply Faor 841832526 Pacific Lumber 6 Truss Co., Lake Oswego,Oregon 1 Job Reference(optional) 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:3926 2014 Page 1 1 1-3-0 1 ID:j7axn40sHnThtyaUAczwOszX1UY-zFGDgOgAMMOghMsFDzG gEjdrh4P7Ju1AhwS3�OQN 1 l 11 2-0—�1 2-4-15 2.6-0 � I Scale=1:35.4 4x5=- 2 3x4= 3x4= 3x4= 1 2 g 4 5 8 7 8 3x4= 4x4= 3x6 FP= 3x8= 9 10 11 12 Ii 13 14 16 c I� `I I' 0 15 -r4.4 -YAdilh&-Y I 2' 25 24 ��:+��-.:� IO.. 23 22 21 �� 3x4 = 4x6= 3x5= 20 19 18 �� 3x6 FP= 3x5 = 3x5= = 4x6= 3x5 V/B= 3x63x5= ' 14-5-9 15-7-9 Plate Offsets(X,Y): 112:0-1-8,Edgel.118:0-1-8,Ed0el 14-5-9 5-0-9 20 va �7-0�7.0 1 57-15 LOADING(psf) SPACING 1-7-3 CSI TCLL 40.0 Plates Increase 1.00 DEFL in (loc) Udefl Lid PLATES GRIP TCDL 10.0 TC 0.59 Vert(LL) -0.40 21 >624 480 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.62 21 >402 360 MT20 220/195 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code IBC2012/TPI2007 WB 0'� Horz(TL) 0.08 17 n/a n/a (Matrix) ll LUMBER Weight:98 lb FT=0%F,0%E TOP CHORD 2x4 DF 2400E 2.0E(flat) BRACING BOT CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD end Structural wood sheathing directly applied or 6-0-0 oc purlins, except WEBS 2x4 DF Stud/Std(flat) end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=909/0-4-8 (min.0-1-8),26=909/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 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, t�NIO 8-9=-4495/0,9-10=4495/0,10-11=4230/0,11-12=4230/0,12-13=-3519/0, N. 13-14=-3519/0,14-15=-3519/0 J ,<wns 1 1�a_ BOT CHORD 25-26=0/1077,24-25=0/2776,23-24=0/3897,22-2300/3897,21-22=0/4436,20-21=0/4401, �Y 19-20=0/3519,18-19=0/3519,17-18=0/1990 _ ti� O . CQ WEBS 12-19=-357/0,13-18=426/13 2-26=-1375/0,2-25=0/1183,4-25=-987/0,4-24=0/813, 0.i N 6-24=618/0,6-22=0/446,15-17=-2149/0,15-18=0/1659,10-20=272/35,11-20=-327/0, 12-20=0/1057 !1 • rei NOTES / 3� 1)Unbalanced floor live loads have been considered for this design. �� ��C 963�9��p �� 2)All plates are 1.5x3 MT20 unless otherwise indicated. �, !SIL' , 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)26. is 11� 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. SIdNAI$ 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. LOAD CASE(S) Standard ��.� PROFFS • �NGINEF .(9/ 87022PE of yN N �-0), OREG•IV ( �ti �0Qc°tijt3ER 1'' . `s A. H S EXPIRES:06/30/2015 April 22,2014 a l9ARcMfS-Verydesign;aramererssad READ M1lESON7NISMIDNCLODEDMIMIREFERE? PAGE MIT 7473lec1/29/7OIEDEII FUSE Design valid for use only with MTek connectors.This design is based only upon r. t. Applicability of design parameters and proper incorporation of componentparameters shown.and @ for an individual building compngeho is for lateral support of individual web members only.Additional temporary is re ng / su of stabilitybulwrindesg con not tion designer.Bracing shown �• erector.Additional permanent bracing of the overall structure is the responsibilitym bracing to insure goer,For construction is theguidanceregarding ega responsibilitynof the fabrication,quality control,storage.delivery,erection and bracing,conslt ASIRP11 Quaalifyy designer. SB-69 and SSI ilding Co pn nent 7 Grek' Safety Information available from Truss Plate Institute.781 N.Lee Street Suite 312.Alexandria.VA 22314. If Southern Pine(SPJ lumber is specified,the designs values srethate effective 00/01/2013 byALSC 7777 Greenback Lane,Suite 109 Citrus Heights,CA,95610 Qty Ply R41832527 Truss Type Job 1 Floor .- 'sem' ..is. PL14-90UP 71.51500:5;Jan 1-3.2z 014 MTek Industries, Mon Apr 21 15:3926 2014 Page 1 Lake Oswego.Oregon Inc.MOghMs.Mon pr211 Eo262014 Page1OQN Pacific Lumbers Truss Co., ID:j7axn405HnThIyaUAczwszX1 UYFG .E's0 1.4-0 3 1.5x3 II 2 3x4-'-- i Scale=1:8.7 1 1.5x3 II 3x4= 3x4= , . 18 • -B PLATES GRIP CSI DEFL in (loci) l/deft Vd SPACING 1'7'3 Vert(LL) 0.00 5 480 MT20 220/195 LOADING(0. TC 0.17 >999 360 TCLL 40.0 PlatesumbrIIncrease 1.00 BC 0.10 Vert(TL) -0.04 4-5 TCDL 10.0 Lumber YES WB 0 05 Horz(TL) 0.00 4 n/a n/a Rep Stress Ina Weight:19 lb FT=0°hF,0%E BCLL 0.0 Code IBC2012/TP12007 (Matrix) BCDL 5.0 BRACING LUMBER TOP WORD Structural wood sheathing directly applied or 4-1-0 oc Purlins, except TOP CHORD 2x4 DF No.1&Btr(flat) verticals. rticals. BOT CHORD 2x4 DF No.1&Btr(flat) BOT CHORD end Rigid rtiadirectly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std(flat) REACTIONS (lb/size) 4=174/Mechanical,5=174/0-2-8 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. �ONIO NOTES G �4r .- 1)Referroia dhni for truss to truson(byb connections.others) of at joint(s)5. 2)This s is mechanical i connection ana with truss201to bearing io plate4-3" i., 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/fPl 1. � 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to o 4/ be attached to walls at their outer ends or restrained by other means. r<,r LOAD CASE(S) Standard \,? 49639 Qin q� *Grs . `SIQNAL PFe4:<- 00cGNEFa� cc 87022P; ter" N �iy -0 OR GON (1, iti 0 AMBER ' °' P''. OSA" Heb EXPIRES:06/30/2015April 122,2014 parameters shown. is for an individual 149d'xO component. �• ®t4ARNItt3-Yes'lydcsigngnramc�rsand READ N17�SD2aT7fISA1VG7hC1UDEDMt1EKAEFBtEttCJ_PAGE M[7.7473rne1;29/28286Ef3RE115E . Design valid for use only with MTek connectors.This design is based only uponel of wbuilding anddesigner an i not truss buldrrgr. mshown MiTlek' bracing sit fmuro s i duesig er-not truss B the re r.BracingBry of the shown isfaApr l tercel of design parameters and proper incorporation of component is respons efortot.Ai support of individual web membersonly:lAdditional temp spo fabrication. Adquanyl permaneor bracing delivery,the recti sinx:tura is tg,responsibility SI the/11.11 Qudng designer.DSB-89 and guidonding C po 7C771 Greenback kL,nSu Safes y InfommationN control, va ble from Truss Institute.781 .Lee Strconsult eet Suite 312 Alexandria.BVlyA 2222314 gsB-89 and BC51 BuOding Component 7777 Greenback Lane, 10Be 109 If Southern pinetSP)lumber is specified.the design values arethate effecde 06/07./21113 WMSC MIIIIIIIIIIIIIIIIIMIIIII O i (Job (Truss (Truss Type (Qty IPIy rs6 PL1490UP F07 Floor I R41832528 5 I Pacific Lumber&Truss Co., Lake Oswego,Oregon -- - Job Reference(optional) 7.510 s Jan 13 4 MiTek Industries, nc.Mon Apr 21 15:3928 2014 Page 1 lD:j7axn4OsHnThIyaUAczw05zX11UY veOzSriquze IOwgOeLOlSvfozjUmsbGBJd?PY81zOQTT 1 1-7-12 1 1 1-8-15 1 1 1-2-0 I I 1-4-9 1 1-6-0 1 Scale=1:30.1 3x6— 1.5x3 II 3x4= 1.5x3 11 3x4 = 1 2 3x8= 3 1.5x3 II 3x4= 1.5x3 II 3x5= 1.5x3 II ® 4 5 6 7 8 9 10 11 \ o o 9 ® N O O O O _ N O MI e 17 3x4 II 3x6= 3x8= 16 15 14 13 0 19 34= 3x5= 1.5x3 II 3x4= 3x4= 1 1-10-12 2-¢¢144 1-10-12 0-'8 17-5-4 Plate Offsets(X.Y): 12:0-3.0,Edgel,18:0-1-8,Edgel,113:0-1-8,Edael,(19:Edge.0-1-81 15-5-0 1 LOADING(psf) SPACING 1-7-3 CSI TCLL 40.0 DEFL in (lac) Udefl Ud PLATES GRIP Plates Increase 1.00 TC 0.63 Vert(LL) -0.18 14-15 >999 480 TCDL 10.0 Lumber Increase 1.00 BC 0.76MT20 220/195 BCLL 0.0 Rep Stress Incr NOHorz(TL) Vert(TL) -0.27 14-15 >687/a 360 n/a BCDL 5.0 WB 0.67 Ho0.03 12 n/a n/a Code IBC2012/TP12007 (Matrix) Weight:83 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) WEBS 2x4 DF Stud/Std(flat) end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: REACTIONS (lb/size) 18=1194/0-5-8 (min.0-1-8),12=627/0-2-12 (min.0-1-8) 6-0-0 oc bracing:17-18,16-17. Max Gray 18=1194(LC 1),12=662(LC 4) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. T O Z;- TOP CHORD 1-2=0/670,2-3=950/312,3-4=-950/312,45-2192/0,5-6=-2192/0,6-7=-2379/0, !IE 7-8-2379/0,8-9=-1741/0,9-10=-1741/0 G. gyp BOT CHORD 17-18=-670/0,16-17=-32/1694,15-16=0/2387,1415=0/1741,13-14=0/1741, 12-13=0/909 h / :,.4. �+�6 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, G' N 4-16=0/641,4-17=-935/0,10-12=-1092/0,10-13=0/1027,2-17=0/1309 j 4 NOTES .� Ji;` r 1)Unbalanced floor live loads have been considered for this design. 'j� 49639' C�4; 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. O� �C� 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. _ S G 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 SI�NAT, be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)304 lb down at 0-1-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. ���p PRQFCO 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �� eAG I N F...s i0 LOAD CASE(S) Standard ,2 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1,00 �� Uniform Loads(plf) 87022PE fir" Vert:12-19-8,1-11=-80 Concentrated Loads(Ib) Vert:1=-304(F) N y �'0j; OREGO. til' Zti 0—43ER .V\ Pio S A HECk EXPIRES:06/30/2015 April 22,2014 aWfiNTh5S-Ved?ydesign parameters and READ A07ESON7NISAND I:5Y2UDEDMI7EKREFEREN PAGE Ma7473res.1/19/2Ot4WORE tl.L� r Design valid for use only with MTek connectors.This design is based onlyupon1 Applicability of design parameters and proper inc parameters shown and is sig an-not trussuss building component.B is for lateral support of individual web members on�AAddd incorporation temporary is resng insure of sto building designer con not isdesigner.theresponsibilityracing shown �, erector.Additional permanent bracing of the overall structure is the reams bracing to insure inn des during or general guidance antregarding of the - - •- fabrication,quality control.storage•delivery•erection and bracin consultresponsibility of the building designer.For general guidance MITe'k• Safety Information available from Truss Plate Institute.781 N.Lee Sheet,Suite 312,Alexalndria.Quality Criteria,058.89 and SCSI Bugling Component If Southern Pine(SP)/umber it specified.the design values are4hose effective 06/01/2013 MSC 7777 Greenback Lane,Suite 109 tsy Citrus Heights,CA,95810 • Qty ply ;A:3oz; R41832529JobTrussTruss Type 17F08Floor :' 'r.s.•=PL7490L1P 7. Jan 13 2014 M�'ek IndusUies,Inc.MonApr 2115:39282014Page1PadfwLumber&Truss Co., LakeOswego,Oregon ID:j7axr14OsHnThlyaw0szX1 UY-veOzSiiQuzeOwgOeLOISvf04nUv9bNVJd?PY81zOOTf 2.6-0 0.5.10 1�-� 1-414 Scale:3/4'=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 24= 3 4 53x4= B � is o N 'II, III'/ III'. 9 8 3x4= 3x4= 3x4= 3x4= 3-_ r 1: 0.7 r 0-7-0 0-1 Plate Offsets : 8:0-1-8Ed.e 9:0-1-8Ed.e PLATES GRIP CSI DEFL in (km) I/deft Ud PLATT20 GRIP 5 LOADING(0. SPACING 1-7-3.0TC 0.18 Vert(LL) -0.03 7-8 >999 480 TCLL 40.0 Plates r Increase 1.00 BC 0.17 Vert(TL) -0.06 7-8 >999 360 TCLL 10.0 Lumber Iss Incr YES WB 0.19 Horz(TL) 0.01 7 n/a n/a BCLL 0.0 Rep Stress 12 Weight:39 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TPI2007 (Matrix) BRACING LUMBER TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except TOP CHORD 2x4 DF No.1&BV(flat) end vertcl ias. BOT CHORD 2x4 DF No.18.Btr(flaf) BOT CHORD Rigid rtiadirectly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std(flat) REACTIONS (lb/size) 10=370/0-2-12 (min.0-1-8),7=370/0-2-8 (min.0-1-8) �yTONI6 Zj, FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. IO i �p, TOP CHORD 2-10=0/6 0,3-4=-732/0.4-5= Cy�w0 4%. -r,9, BOT CHORD 9-10=0/662,8-9=0/732,7-8=0/665 `7'' WEBS 2-10=736/0,2-9=-37/269,5-7=-718/0 u, 94 leth NOTES ,."7... 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)10,7. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 15 49639�9639 be attached to walls at their outer ends or restrained by other means. S? 10NALV LOAD CASE(S) Standard si,,..p PROre • GINE c/ c. 4 �q 2 870 2PE N /r N y �A�,OREGO... cy)Q SA. HeC EXPIRES:06/30/2015 April 22,2014 A anon-Yet'h/desigeparameters and READ ROTES eONINIISA 7M t1SEn Is based only EDDNIon��tERENEMrs shown.oEmis for an a7473rex 112f/ 138 l E Ponenr. �r Design is valid for deuse gonly parameterswith tT tion of component Is responsibitty of building designer-not truss designer.Bracing shown 1. Applicability Ory of design and proper only.ora• MITeIC 61or lateral support of irxJividual web memtxn only.AddiBond temporary bracing to imrxe stobirity during construction is the respombillily of the DSB$9 and SCSI BuildingComponent 7777 Greenback Lane.Suite109 fabrication. Adquonyi control for ge.de v y,e oveio8 sinro bra ii tg, ronsu t A SI the buudny designer.SB-9 and CSIdand ° reg 7777 Greenback CL, Safety°Informcgon availablevfrom True Pate Institute.78on 1 N.Lee Sheet.consult uile 312 Alexandria,VA 22314• If Southern PineLSO)lumber is specified.the design values arethase effective 06/01/2013 byAtSC r Job Truss P114-90UP F09 Qty Ply 5B Pacific Lumber d Truss Co., Lake Oswego,Oregon1 _ R41832530 ..G- -r..: •• ti- 7.570 s Jan 132074 MiTek Industries,Inc.Mon Apr 21 15:39292014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-NgyL12)2fHmFYgbgvSphStLFYuG7KsvTsf96gCzOQTS 216-0 058 1--0 1-7-2 Scale:1"=1' 1 1.5x3 II 2 3x4= 31.5x3 II 4 3x4= 51.5x3 II 1.11pwo- 111 II t f/ 1 111111111111111111111111 III HIM 9 „ 8 1.5x3 II 7 3x4= = 6 3x4 3x4= Plate Offsets X 3-0.14 1 67-0 4:0-1-8 Ed.a 8:0.1-8 Ed.a 0.7-0 1 10.2 LOADING(psf) SPACING TOLL 40.0 1-7-3 CSI DEFL Plates Increase 1.00 TC 0.17in (8-9loc) >999/deff 4800 PLATES GRIP TCDL 10.0 Lumber Increase 1.00 Vert(LL)T -0.03 8-9 BCLL 0.0 Rep Stress Ina' YES WB 0.12 Hor(TL) -0.03 8-9 > MT20 220/195 BCDL 5.0 0.12 Horz(TL) 0.00 6 999 360 Code IBC2012frP12007 (Matrix) Na n/a LUMBER Weight:29 lb FT=0%F,0%E TOP CHORD 2x4 DF No.1&Btr(flat) BRACING TOP CHORD Salveural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) WEBS 2x4 DF Stud/Std(flat) end verticals. BOT CHORD Rigid ceiling directly applied or 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. TOP CHORD 2-3=362/0,3-4=-362/0 BOT CHORD 8-9=0/423,7-8=0/362,6-7=0/362r°NtQ WEBS 2-9=-456/0,4-6=-424/0 NOTES GO�7.wog w�� 1)Unbalanced floor live loads have been considered for this design, o t.'i' .% lr, CSO t Lid`'' N 2)Refer to girder(s)for truss to truss connections. % ' 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. 4 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIRPI 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 /; --91, be attached to walls at their outer ends or restrained by other means. rd ,� 49639 �� LOAD CASE(S) Standard �' •LISTER �sslONAL � c19 PR opt. 441 870 2PE I.— (1) ✓N CV�'O) OREGON (L5 Oto on 'OBER �` SA. HEVk EXPIRES:06/30/2015 April 22,2014 A WARNIM5-Ver77rdesign parameters sad RE,48 l/M S ON 771 SAM)I7K1LOED MITEKREFERALT PAGE MU..7413 ref,1/29/2C18won'UsE Design valid for use only with Mgek connectors.This design is based only upon Applicability of design parameters and proper incorporation of component parameters shown,and b for nr5vi trussual buildingigcomponent. - - - " is for lateral support of individual web members only.Additional temporary is bracing ng to insure of to building designer-ricon not desigr.Bracing shown �• erector.Additional permanent bracing of the overall structure is the ryes o sbdiy to insure ing designer.fy no general gui the res fabrication,quality control storage.delivery,erection and bracing,consult s�aANSI/7191 he QuabWdny Ca. For 9 and guidance Com lin of the Safety Information available from Truss Plate Institute.781 N.Lee Skeet Suite 312.Alexandria.VA X14°'056.89 and SCSI Building Component MiTek* If Southern Pine(SP)lumber is specked,the design valuer are those effective 0001/2013 byAtSC 7777 Greenback Lane,Suite 109 Citrus Heights,CA,95810 Oly Job 6 .. ; - rte" PL149OUP 7.510 s Jan 13 2014 MTek tndusbtes,tncAOSoKw 4uKNIS83Cjc4JufCezOOTR ID:j7axn40sHnThIyaUA 0 S Jan 3 201 i0W1W0190auA Pacific Lumber&Truss Co., Lake Oswego.Oregon _ 1-4g 1� 1F 7---I 1F Scale=126.9 2-30 1.5x3 II 3x4= 1.5x3 II 3x5= 1.5x3 II 1.5x3 II 3x4= 7 8 9 1.5x3 II 3x5= 5 _6 3 4 e w `� 1 2 ^—=w r w � � oloMmlommt e ►a I� �Yr_r_� ra��ra r13 12 11 3x4= ,§7-4... 14 3x6= 1.5x3 II 3x4= 3x6= 3x4= 12-111 0.7-0 0-7-0 1-9 11-1-1 6:0-1-8 Ed.e 11:0-1-8 Ed.a GRIP LOA Offsets X DEFL in floc) I/deft lid Pi PLATES GRIP 1-7-3 CSI -0.18 12-13 >999 480 LOADING(0. SPACINGTC 0.55 Vert(LL) >663 360 Plates Increase 1.00 BC 0 71 Vert(TL) -0.28 12-13 TCLL 40.0Horz(iL) 0.04 10 n/a n/a TCDL 10.0 Lumber Increase 1.00ES WB 0.53 Weight:701b FT BCLL 0.0 Rep Stress Ince YES -(Matrix) BCDL 5.0 Code IBC2012/iP12007 ( BRACING except TOP CHORD SWctural wood sheathing directly applied or 6-0 0 oc purlins, LUMBER end verticals. TOP CHORD 2x4 DF No.1&Btr(flat) •BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 DF No.1&Btr(flat) WEBS 2x4 DF Stud/Std(flat) min.0-1-8),10=673/0-2-12 (min.0-1-8) 10 G REACTIONS (lb/size) 15=673/0-4-4 ( � ess except T FORCESH (D)-Max.Comp./Max.03-4 T2121 0en.- 1145—2434/0,5-6 forces 250(lb)or 2434/0,6-7=-1775/0,7-8-1775/0 O en shown. P''Q$� ,C ,y, BOT CHORD 1415=0/10.3 4= CG 4e r o`7�t BOT CHORD 1415=017/0, 15=-141/2467,14=0/91 1775,11-80=0/ 17 6/935 h �`k ti ,, WEBS 7-11=4170,2-1 5=-1 41 610,2-1 4=0191 0,414-3600,5-13=-274/0,6 13=0/820,8 10=-1112/0,8 11=0!1049 i r? t 4 NOTES i ',1' 1)Unbalanced floor live loads have been considered for this desig at joint(s)10. 2)Provide mechanical connection(by others)of truss to bearing plate4 ,49639_�p �Q!,, spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to IV .�0�6 . GIS'VS- / 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIff PI 1. 4)Recommend 2x6 strongbacks,on edge, be attached to walls at their outer ends or restrained by other means. SIdN � LOAD CASE(S) Standard QED PR OFFtS I <<' C,i N E '6' cc 870 2PE N / cv N 0A OREGO, tip. .:S A. H5?, EXPIRES:06/30/2015 ril 2014 c M777473rer.1f29f20tSBEg7REUSEpigi A MINDED NITER REFERENCE PAGE component. parameters shown.and is for of n Individual ndi iduals designer.o Bracing shown T Applicability Yedey design parameters a ek end proper Mmh design an oS�d N upon eoruWctbn is the re &oi i @H of the MiTele Designieal for use onlyfiivduaiwandemberiroonly.Additional ofcomponentBacing t insure tabiling erect abAd of design pa Addliure I temporary bracing to insure st g designer.during7777 Greenback Lane,Suite 109 is for lateral support of individual web members overall Heights,CA,Lane, 95610Su erector.Additional permanentstorage.bracinge Criteria.DSB•89 and SCSI Building Component of the structure h the responsibility of the building For 9enerol guidance regarding Safely Information ationy available Transnote erection and N.braci Suit ANSbuO ri Googly lumber is speeded,the design values are thou effective 0003/2013 by MSC Safely InlortnaBon available from ss Plate Institute.781 N.Lee Street.Suite 312 Alexandria.VA 2231 . If Southern Pirne(Sp} Job PL14.90UP Pacific14- Lumber&Truss Co„ Lake Oswego,Oregon Qty 2 ill . -6-0 iliMil ID:j7axn4OSHnTh aU7A 10 s Jan 13 20,4 MTek Industries,Inc.Mon qpr 21 15:39:302014 Page 1 0.510 -_______1.20, N ¢w OszXIUYfOyyylpjgQa AOSoKw 4uF149T1 1 1�14 Hwc4JufCezOQTR Scale=1:16.4 1.5x3 II 1 3x4= 1.5x3 II 1.5x3 II 3x4 Ate— 2 3 = r w_� 4 5 1.5x3 II Y !T. i� ��r �� r 9 8 3x4= _. 3x4= 3x4= ,, M RS 3x4= 3-- Plate Offsets 3-1- - r • , I . 8:0-1-8 Ed.e 9:0.1-8 Ed.e 0-1` 0-7.0 0-7-0 0.1, ; LOADING(pst) 4--6 TCLL SPACING 1-7-3 40.0 PlatesIncrease CSI TCLL 10.0 1.00 DEFL in (lot) I/deft BCLL 0 0 Lumber 1.00 TC 0.20 VertLL L/d PLATES BCLL 5.0. RepStress Increase BC 0.18 Vert(LL) -0.03 7-8 >999 480 GRIP YES HOrZVert(TL) -0.0717� >9/a MT20 Code IBC2012/1•P12007 WB 0.20 Horz(fL) 0.01 360 220/195 LUMBER (Matrix) 7 n/a n/a TOP CHORD 2x4 DF No.t&Btr(flat) Weight:40 lb FT=0%F,0%E BOT CHORD 2x4 DF No.1&Btr(flat) BRACING WEBS 2x4 OF Stud/Std(flat) TOP CHORD Structural wood sheathing directly REACTIONS (lb/size) 1 d/Sfd(0.2_1P min.0- _ end verticals. y applied ora i 0.0 oc purlins, except BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. ( 1 8),7=377/0-4-8 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3-761/Q 3'4=761/0,4-5-761/0 BOT CHORD 9-10=0/701,8-9=0/761,7-8=0/682 WEBS 2-10=-757/0, -2-9=-28/290,0,5-7=637/0 ' WAS, l; NOTES W 4LC 1)Unbalanced floor live loads have been considered for this design. O �p 2)Provide mechanical connection(by others)of truss to bearingG�� f CQ t) 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referencedL. N • 4)Recommend 2x6 sted in acco on edge,spaced at 10.0-0 oc a plate joint(s)10. be attached to walls at their outer ends or restrained by other means. standard ANSI/TPI 1, ! ' and fastened to each truss with 3 10d(0.131"X 3")nails. Strongbacks to .d� 49_ LOAD CASE(S) Standard f�r off �ECis639 c{, '\tc1/4E.1) PROpe. \AGINFF c$j yy 441 87022PE '9� '1(144. cc-0), OREGO ti) 1v/ �0"vii3ER 1\ \O 1/49 A. H E RN Applicability P 12 0 ®IrAa7/rva Verfydesgn aanksrs a»d EXPIRE$ / 06 30/2015 Desgn valid use de READ Ik?IES ON 7N.'SAND IMZTTGo?MEVREF:RcNIEE A fl 2 2 �4 eignvlid for des M with MOek connectors.This des' PAGE and k or a3 n / 's for lateralof desupport of Individuers al web and proper incorporation off componeonnt upon s 5i shown' s for .not inns f i erector.Additional permanent bracingmetubers only.Additional tem Pg toblbly of btnitlrng designer- building tom - ' fabrication, of the overall s Pow'bracing insure building designer.y duri not buss desig eer. ordaeof. Sale ditiona pens L storage,de9ve trudrxe is the responsrbdity of the buildnil consneral n is the res ng shown k' 7f besot Pioistar, onflurol st sspecified,T,dBre a(erection an Nbracing.consult nilrgeiaDSS.89 and S Poompon n the p iii Lee Street Suite,312 e DS/ex/2013 VA 22ileda,OSB-89 and BCSIBrtdin regarding MiTek' tiredesbgn values are those effectne 06/01/2013 22314. 9 Component byg15C 7777 Greenback Lane,Suite 109 Citrus Heights,CA,95610 Job 7.510 s Jan 13 2014 MRek Indusbies,Inc.Mon Apr 21 15:39:31 2014 Page 1 PL14-90UP ID:j7axr140sHnThlya5A s Jan 1 2014 JD46jkklBu0zn7c.Mon Apr 21 15:3MofR014 Page t o Oregon *E____11:--10 2 1 Parifx:Lumber&Truss Co., Lake Osweg 235 Scale=1:28.7 2-6-0 1.5x3 II 3x5= 1.5x3 II 1.5x3 II 7 8 3x4= 6 —� 3x5= 1.5x33II 5 —7 1.5x3 II _4 —� .�1 � � N i:idr) 1 j i 1 3 w�— r 11 10 3x4 �: 12 , 1 = 3x4= 13 3x8= 3x4= 10.8.13 11-5-5 16-5-6 14 13 1-3-13 5.0.3 a7-o 11: o-0-s 0-7-0 0--6 10-0-5 PLATES GRIP 10:0-1-8 Ed. 11:0-1-8Ed.e in (I�) I/deft Ud 2201195 Plate Offsets CSI DEFL >770 480 MT20 SPACING 11.0 Vert(LL) -0.2511-12 TC 0.49 Vert(TL) -0.4111-12 >478 360 LOADING(10. plates Increase 1.00 BC 0.65 9 rile n/a TCLL 40.0 1.00 Horz(fL) 0.05 Weight:721b 10.0 Lumber Increase WB 0.57 TCDL Rep Stress Ina YES (Maths) BCLL 0.0 Code IBC2012/fP12007 except BCD 5.0 BRACING Structural wood sheathing directly applied or 6-0-0 oc purlins, TOP ORD end verticals. T LUMBER applied or 10-0-0 oc bracing. BOT CHORD 2x4 DF No.18Btr(flat) BOT CHORD Rigid ceiling directly BOT CHORD 2x4 DF No.18Btr(flat) WEBS 2x4 DF StudlStd(flaq REACTIONS (lb/size) 13=71810-1-12 (min.0-1-8), 9=718/0-4-4 (min.0-1-8) ..tpNIO or less except when shown. p�, y, F Max-ComP•1Max.Ten.-All forces 250(lb) �7-254910 Q Q w 'r.- TOP (lb) 061,, jO d 2-3=-247610.3 4=2476/0,27,10 11=0,549,9-10=0, TOP CHORD ' L N BOT CHORD 12-13=0/1527,10311-12=012827,10-11=025,4-12=-37910, 9 10=011522 _ WEBS 6-10=31910,2-13=-164810,2-12=0/1025,41 2=-37 910,41 1=-4 6611 63,7-9=-1643/0,7-10=0/1116 4 t NOTESyd � r others)of truss to bearing plate at joint(s)13. '. 4, 496391vp W7 1)Unbalanced floor live loads have been considered for this design. nails. StongbarJcs to 2)Provide mechanical connection(by �,0tOIS' spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3") S Q This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIIfPI 3) on edge, P 4)Recommend 2x6 ss at thecks, other means. S'jQj�(Aj, be attached to walls at their outer ends or restrained by LOAD CASE(S) Standard �,ED PROFF* # A INEF,4..610 4.1 cc 87022PE r / 7..,,,-0 OREGO ti 0: - A. 1-1 ...ik EXPIRES:06/30/2015 ril 22,2014 �- !29 tgtd BE't3FE�ponexi 7,10•i/DED NL7EC REFERENCE PAGE NU 7.73 rec 1 /I twadn0 nt. lora d design n is AND n parameters shown and is for on individual r shown Wel( ®µpR Applicability -Verity f parameters parameters and READ of building designer-not trans desgner.Bracing of the �ratiion of component a responsbaily during err-not thou B the respB Suite 109 Design valid for use only with ual web connectors.This decd its based p upon to Insure stabiaty general guidancere regarding 7777Greenback Lane, design anent bracing proper overal bracing designer.For Component 95610 erect r. dy of Pa Additional tthe 0 spo bah of the bolding Citrus Heights,CA, fabrication.forlateral squad c ntrol.stoc . membee ecty Cdteda,D5B-89 and SCSI Building e,deWote erection and .lee Suit ANSIexa dria.Vy erector.Addtional pertnonent braang of the ovemp sirvctrxe is the respons m Wu ifSmtmine5control issp values are tlsase effective 06/01/2013 b`lASSC Safely Informationn5P1 lumber is specified,ttisetdesgas 781te, N.lee Sheet,Suite 312.Alexandria.VA 2231 . ifSauthern Job PL1490UP Pacific Lumber d Truss Co, Lake Oswego Oregon Qty Ply 2-3-0 6 1 ID:j7axngO5Hg7}1 2510 s Jan 13 IYaUA 2014 MTek Industries,tries•Inc.Mon Apr 21 NO3 1-4-11 1„_ -2-5 aDN03Vz-6-15'39:32 3B 322014 Pagel ���I 1-2.5 RXSzvYCNmHWZOQTP 2-6.0 1.4.5)(3 II Scale:3/8".1. 3x6 2 1.5x3 II 3xq ! ,isi ' i 1.533x4 x3 11 153 II4x591.5x33x83x414 N 3x5= �• 13 12 �• 3x4= ei �� 4X4 3x4 : 10 (umbe:se : csI :l ffsets X 12:0.1-8 Ed.a 13:0.1-8 Ed.e - G(put) 13'7-1 40.0 SPACING 0 0 Plates In° 1,Op DEFL 341- Plate Rep Stress Ince YES TC 0.74in Code IBC201 BC 0.85 Vert(LL) 0.33 13-4) 1/deft Lid LUMBER 2?PI2007 WB 0.61 Vert(TL) 0.53PLATES TOP CHORD (Matrix) >651 480 GRIP 2x4 DF No.lgBtr(flat) 0.06 1311 >412 360 MT20 220/195 GOT CHORD 2x4 DF n/a n/a WEBS No.1&Btr(flat) 2x4 OF Stud/Std(flat) BRACING Weight:81 lb REACTIONS (Ib/size) 16_ TOP CHORD FT=0%F,0%E -797/0-4_q Structural wood sheathing Comp./Max. directly applied or 6-0. BOT CHORD 15-16=0/1564,TOP CHORD 4 .3-4=-2664/0,All forces ces 250(Ib)or less except he 8) Rigidceiling directly applied or 10.0-0 oc bracing.0 oc Purlins, except WEBS 7-13=/349,8-12=-534/0.=0/3297,13-1430/3 00, 3503/0, 55 n shown. ° 2556/0 6 13=853/0 2'16=-1715/0,2-15 12-13=0/.-1 n-12=0/1731 556/0,8-9=2556/0 NOTES -0/1206,415=-695/0, 1)Unbalanced6 1a�7�s5 AjiTONII) floor live loads 8'11=1869/0, �j� 2)Provide have been 9-12=0/1118, 5 `� ' 3) S is designed Co considered for this This truss is desi connection(by others design, �O SOV WAS 4)Recommend 2x6 sned in accordance with het truss to bearing plate mmend I .� C' y, be attached tow trongbacks,on ed 2012 International atloint(s)11. _ 'Z. alts at their outer edge,spaced national Building Code uter ends or rest at 10.°° sectio ck x N LOAD CAS tamed by oc and fastened to n 2306.1 and referent E(S) Standard other Weans each Cross with 3 1Od ed standard t! (0.131"X 3" ANSI?PI 1. r nails. Sfrongbacks to r �I �O` '$EC19rot6 ° C��'���NG INFF�'s�: 9 0 87022PE f ICI REGO 2 AO QS,�gER A\ �4 ® ,,;_ A. HERR yerfydef n" Design for raM,Tek?c" APP9cabi use only with and READ�} .:. sforlole es-Vers' ete, on connectors. TESO;/1NISANDI erector.gdsuPPortofi �uolw°ndprOP �nmcistles(gnkbosed F8Ff17E'fhEF E EXPIRES:06/30/2015 6 S Ire r,of econtrol storage.brach g of Im oncoeoz liorof component k responsi °W and k sign ZS c /3 April 01 Jr ebPAGE for an building on,soar Ponentparameters shown. ret / /28168 ary uthem PinelSPj available aIthe de's�gn ytion 8bracing.e b ANSt/iF1Iing Q dngae Dneo°e �isthealing&Lan ng shown .. _ �� p17122,2014 zZ esare.thoce effect,Suitetive 601 Alexandria.Quality D56.9and sCSl du�eresregardrtg of the �• /2a3g byplSC 9ding Component Mire'��c`" 7777 Greenback bane Suite 109 ...- Citrus Heights,CA,95610 Oty . . 21 1VXE33^G7Jpap0T0 VHh1Rub8xuddiWsm Mon 7.51 pJan 13 2014 szX1UY FbBs60mZ1 styes,Inc. 2-5-3 Job ID:j7axn4O8 ThlyaUArx"r 1-2-0 Scale=1:21.0 PL7490UP Lake Oswego•Oregon Pack Lumber&Truss Co., 2-0.0 1.5x3 It 7 1.5x3 II 6 3x4- YN➢ 3x4= 5 1.5x3 Ii 4 y—�� ' \,,,3x4= 3 w ' 1.5x3 II 2 r ' �, 1 w A � •' ' 77__77 >//— g 3x4— �� 10 1.5x3 U 3x4— i� 11 A 3x5- 1/ 3x4= 269 6' .7-0 D•-0 a-_-• PLATES GRIP 8-2-9 Ildefl Ud M720 2201195 in Qac) >999 480 10:0 1-8 Ed a DEFL _0.in 10-11 360 FT=p%F,0°kE 6:0-1-8 Ed.a CSI Vert(LL) ,670 nla 154 bt BCLL 1_7'3 TC 0.42 Vert(TL) 0.1410-18 nla Weigh' Plate Offsets X Y' SPACING 0.02 1..0 BC 0.49 Horz(TL) LOADING(Psfl plates Increase 1,00 (M 0.33 purlins, except 40.0Lumber Increase directly applied or 6 0 0°°P TOLL (Matrix)TCDL 10.0 Rep Stress Incr PI2007 ( BRACING Structural wood sheathing TOP 0'0 Code IBC201N CHORDor 10.0.0 oc bracing. 5.0 end verticals.directly applied BCDL Rigid ceiling BOT CHORD LUMBER 2x4 DF No.18 Btr(fl t) ,SQ1NIO jp, TOP CHORD 2x4 OF Stud Std(flat) 0 1 8) W BOT CHORD 2x4 OF SIudlStd(flat) 52510 1 12 (min. w�sII�,C�.y,�� WEBS 0.1-8),8=52510-1-12 = Q �,� 12=52510-2'8 (min. when shown. � � REACTIONS (Iblsize) Ib or less except ` :. N 17,1 Ten.-AU forces 250( ) 118310 a'a Max,Come• 139710,4-5="118310,5-6=-1183/0 %i.. 1 c. FORCES (Ib)' 139710, 1-11001151810=-4 011183, 127710 TOP CHORD 11-12=01887, X14313.68 BOT CHORD 2_12=-gg410,2-11=01571,4-10= CWEBS sI1rP11. 49639 8. standard AN backs to Al late at joinl(s)12• and referenced nails. Strong ��0 � GISG1 considered for this design. Cie Section 23136-1 10d(0.131"X 3") NOTES on(by others)of 2012 to bearing PS`S�Ol, 1)Unbalanced floor live loran have been the 2012 International Building 2xs ro awith d at 10-0-0 oc and fastened to each truss with 3 2)Provide mechanical ed in accordanceon edge,spew other means.3)This truss is design backs, strained by _ )Recommend 2x6 strong backs, �p PROFFS be attached to walls at their outer ends or 4�Q` s, LOAD CASE(S) standard ,4 ��c,INEFR 0-v.„ a • 2PE 1' / N / >-. N N�q OREGO ti: p .y TF.. ,�,' ' �c MsE1 A.ps A. HER EXPIRES:06/30/2015Apri2 2014 t i129f ZCi86G ent. t PAGE/41.1.7:72n/es �g iP�st vn NiiTek Suite 109 OEK F.EF R` t t uss b BitY R77 Greenback 1$95610 QED M n ands sgnerm designer. of th ON TICS AND n PpfOmeters show kJin9 -not is the responsibility a Heights.CA. am cto N3 x based only upo b1• os Citruseg bui ...:-® icabi .of design n parameters rasa rs a proper i co design component cin9 so ins a slabiBN dun S 9 t B ng •�construction Appl Mal w come incorporation of compo buldin cdesigner.Fag$general use only with and proper mcoion resptil'sbTiN of the CrBeda.D d eSl Building Component Design valid for meters rs only.Add.lional temporary VA 223 n of desgn Par° 1 web membe rue is the ANSI/iPli QUOS 14. Safer Into of individual of the overall s 81 N. leeclog. D61D3(2 13 by AMSC cons lateral support bracing erection and Lee Street.Suite 312.A is Fal° Additional permanent e,defrveN•Institute.781 N•arethou effective erector.A ineIS control storage. Plate I design values fabrication.quality available ified,the Solely Info pinelSP)IumisM isspec Ir Southern (Job Truss Truss Type sa PL74-90UP FG1 (FLOOR GIRDER lility 7 'Ply 1 I1ob Re R41832535 Padre Lumber&Truss Co., Lake Oswego,Oregon ference(optional) I 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:34 2014 Page 1 ID:j7axn40sHnThlyaUAczw05zX1 UY-ko EMInBUpPYebTohePs 8w26nvzg77vC?wstLPzOQTN I 1-4-12 1-4-0 1 1.5x3 II 2 3x4 = 3 1.5x3 II Scale=1:8.7 1 0 7 N ,k 5 4 3x4= 3x4= 1 2-11-12 2-11-12 I LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl lid TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) 0.00 5PLATES GRIP TCDL 10.0 Lumber Increase 1.00 "9 480 MT20 220/195 BCLL 0.0 WB 0.09 Horz(TL) Vert(TL) -0.01 4-5 >9/a 360 n/a Rep Stress Incl NO 0.07 Hor0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:15 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) WEBS 2x4 DF Stud/Std(flat) except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=253/Mechanical,5=249/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-4-309/0,2-5=-304/0 otON/0 NOTES 1)Refer to girder(s)for truss to truss connections. O�7 O�WASE 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 L Q� C� be attached to walls at their outer ends or restrained by other means. 't7 `t.`" �� N 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. �` 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). rtl 496 LOAD CASE(S) Standard �0 � 9639 Qj� 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 �'s $Z Uniform Loads(plf) Vert:4-5=-10,1-3=-1o0 `sjGNAL Concentrated Loads(Ib) Vert 2=188(F) o<0 GINF9 cSj0 87022PE ,- 7{ .d.,1,/( -01: 7 „'0j, OREGO tiP iti 'PO , BER 1' P\p 3A. HER' • EXPIRES:06/30/2015 r April 22,2014 AWARNIM3-Verify design parameter:and RE4DWT<SOMINISAND AMR;EDMITEKREFMEMTPAGEHII.7473rec1/29/204EBEOREUSE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for on individual building component. APplicobifty of design parameters and proper incorporation of component's responsibility of building designer-not tens designer.Bracing shown I, 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 budding designer.For general guidance regarding fabrication.quality control.storage,delivery,erection and bracing.consult ANSI/IP11 Quality Criteria,DSB-89 and SCSI Building Component MiTek' Solely Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. If Southern Pine(SP)lumber is specified,the design values are those effective 0601/2013 ALSC 7777 Greenback Lane,Suite 109 f by Citrus Heights,CA,95610 tJob Truss Type rty Ply 5B R41832537 t PL14-90UP IFG 1Truss Floor Girder Job Reference(optional) 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:33 2014 Page 1 Pacific Lumber b Truss Co., Lake Oswego,Oregon ID.j7axn40sHnThyaUAczw0szX1UY-Fbgs8Ctrig/Hh1 Rub8xudclWuGVbcGeL3nG7JpzzOQTO 1-6-0 1-5-10 I I 1-2-0 I I 1-4-14 I 2-6-0 I I I Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 53x4= 6 23x4 11 3 4 1 .e 7._...........7 ''',..,......,...,....„..........„,,,,,,,— 0. — 4 N e C e e 8 3x4= •/(6`X��J 1 3x4= 3x4= 3z4= 3-2-10 1 3-9-10 7 I 8-6-86 I 4-4-10 I 4-1-14 I 3-2-10 0-7-0 0-7-0 Plate Offsets(X.V): 18:0-1-8,Edael.19:0-1-8,Edgel GRIP SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATEST20 GRIP 220/195 LOADING(0. TC 0.26 Vert(LL) -0.03 9-10 >999 480 TCLL 40.0 Plates rIncreaseIncrease 1.00 Vert(TL) -0.04 9-10 >999 360 TCLL 10.0 Lumber Incr1.NO0 WBB0.21 Horz(TL) 0.01 7 n/a n/a BCLL 0.0 Rep Stress6CInc( 7 (Matrix)0.22 Weight:39 lb FT=0%F.0%E BCDL 5.0 Code IBC2012/TPI2007 BRACING TTOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except TOOMBER P CHORD 2x4 DF No.1&Btr(flat) end verticals. BOT CHORD 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std(flat) REACTIONS (lb/size) 10=497/0-2-12 (min.0-1-8),7=412/0-2-8 (min.0-1-8) TOMO. ' FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. or?Q�w IO TOP CHORD 2-11=-926/0,3-11=-926/0,3-4=-926/0,4-5=926/0 `�V BOT CHORD 9-10=0/669,8-9=0/926,7-8=0/771 tf �� .. WEBS 2-10=-804/0.2-9=0/327,5-7=-833/0,5-8=0/303 ":4' ;. NOTES 1R' c 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)10,7. /� r 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �" 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to r�,o ��XSC3'1"••• Qr be attached to walls at their outer ends or restrained by other means. ((� G 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. -s.:n .,:.4',;_7,r A�Q The design/selection of such connection device(s)is the responsibility of others. or back(B). 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F) LOAD CASE(S) Standard PRO�Fs 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 �I R s, . Uniform Loads(plf) C� .V- '9 (iL Vert:7-10=-8,1-6=-80 Concentrated Loads(Ib) . g]Q 2PE b{ Vert:11=-169(B) yt Ni �-0 OREG N ei 'SSC 41BER 1\ P '°IS . . A. H��� EXPIRES:06/30/2015 April 22,2014 ®ft'ARM.N3-Verity design parametrrsasdREAD14lESeNTHISA a7M UFJ�MI REFERENUPAGEMU- 4T re and is for an r. du/2014 abulingREUSE component. r Design c Applicability for only with etek connectors.propeTc.sd geters is �• Apprtolerol design f i parameters web members only.Additional temporarytbracing to insurers building dming construction B the sponsibi�tv oshowne MiTekR e for tor. l support7777 Greenback Lane,Suite 109 fabrication. Additionalqupermanent ge.de v the overall and bra is the, consult bilA of the twldiny designer.tria, - and guidanceig regarding 7777 Greenback CL.ne.Su fabrication,quality control,sloroge,delivery.erection and bracing.consult ANSVTPII Quarry Criteria,DSB-89 and SCSI Building Component It Southern RineOP)lumbariisspecified,the design values are these effective 0001/2013byMSC14. Symbols Numbering System a General Safet Notes PLATE LOCATION AND ORIENTATION Y 1M3j4 Center plate on joint unless x,y 6-4 8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property BE offsets are indicated. (Drawings not to scale) Dimensions are in ft-in-sixteenths. Damage or Personal Injury ii� Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. O-T/1 TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For _ p wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor 1 111041110, a bracing should be considered. !IIIIIr414 3. Never exceed the design loading shown and never CAL° stack materials on inadequately braced trusses. �� O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate BOTTOM CHORDS designer,erection supervisor,property owner and edge of truss. all other interested parties. plates 0-'4d' from outside 8 7 6 5 5. Cut members to bear tightly against each other. This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 6. Place plates on each face of truss at each required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO joint and ambeg fully.Knots and wane at joint locations a Connector plates. THE LEFT. re regulated by ANSI/TPI 1. .Plate location details available In MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 7. the lenviirronmenttinsse orld with ANSI/TPI protected from software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber PLATE SIZE shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expresslynoted,this design is not applicable for ICC-ES Reports: The first dimension is the plate use with fire retardant,preservative treated,or green lumber. 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular to slots.Second dimension is ESR the length parallel to ots. ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. LATERAL BRACING LOCATION 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: Indicated by symbol shown and/or racing represents values as published in all respects,equal to or better than that bracing section of the by AWC in the 2005/2012 NDS by text in the specified. ytput. Use T or I bracing SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at ifo indicated. with effective date of June 1,2013 spacing indicated on design. BEARING 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,If no ceiling is installed,unless otherwise noted. *� Indicates location where bearings 15.Connections not shown are the responsibility of others. (supports)occur. Icons vary but 16.Do not cut or alter truss member or plate without prior =, reaction section indicates joint ©2012 MiTeke All Rights Reserved approval of an engineer. number where bearings occur. 0.„_� Min size shown is for crushing only. NI� 17.Install and load vertically unless indicated otherwise. 18.Use of green or treated lumber ma Industry Standards: environmental,health or performanceo sks.Consult wiitth ANSI/TPl i: National Design Specification for Metal project engineer before use. Plate Connected Wood Truss Construction. 19.Review all portions of this design(front,back,words and pictures)before use.Reviewing DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, is not sufficient. pictures alone Guide to Good Practice for Handling, 1 e 20.Design assumes manufacture In accordance with Installing&Bracing of Metal Plate ANSI/TPI 1 Quality Criteria. Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 471,,cT2 /G:. -te);>C, 1,?-79-/ 5ti; />S , - 11-11" 1 GARAGE RIGHT1 q� U U U co CA I 1 AsJ1 IIIIII!_111111 ! Asp,- _�A/ As,2 ,„„ti,„"orgennignemoir AH1(2) / A#2Akdwd 1 Nosor AH3 I - — moor AMC •Er AHSc - 11111111► AH6 — lir 417 - sr — Al (4) °? ID —NI A&AHT i7 Zs — AH6 6:12 c" 6:12 AH5 / - _AllikAH4 - Al — BH3 .� BH2 BH1(2)., 11111111i64! —l'WrAllill. 02 (2) -- -' • ..g? �'? N111I?E '- 1 rd' REVISIONS AS SHOWN ©`°NFORNLST°DEAG"CONCEPT 6r'9" ❑ NON-CONFORMING-REVISE A MIT CONFORMS TO DESIGN CONCEPT WITH SHOP CRANING HAS BEEN R VIEWED FOR GENERAL CONFORMANCE REVKIONS NOTED am lgo NON-CONFORMING-REVISE&RESUBMIT am �M1/ITlZ"'�rH THE DESIGN CONCEPT ONLY MD DOES NOT RELIEVE THE "°NON-CONFORMING R a FE v u c�IT 9,� FADRICATOR/VENOOfl OF RESPONS DILITY FOR CORFORI44N E KITH THE ME a uav stn DOC '`^ su=w_ '� DESIGN DPAYINGS AND SPECIFIC.TIONS ALL OF tNICH HAVE T 1flW?.SVC':F'-:r�msmmyouCCOEtpv.�ven!Via: PRIORITY FOOT.ONRT rrxv;.morta.NO�wyaeac i u o aro v, OVER THIS SHOP DRAWING. CON RACTOR SHALL VERIFY ALL DIMENSIONS. i1:= lRa'Z TM S5PL:atL'JP.. � By AleziaFukui DN. 9/22,1a By: Todd R. Eaton MILBRANDT ARCHITECTS Date: September 19. 2014 BUILDER: CT ENGINEERI ofttogightCDmpuTrusInc.2006 POLYGON NW ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS 03/31/14 PLACEMENT ONLY.REFER TO PROJECT TITLE TRUSS CALCULATIONS AND REVISION-1: DR�AWINC,S OR All-FURTHER �':: PLAN 5-B COFFER INFORMATION.BUILDING PLAN: DESIGNSIBLE FOR OF REGARD I DRAWN BY:JP REVISION-2: RESPONSIBLE FOR ALL NOBUILDI S to, um er .. 5 / B TO TRUSS CONNECTIONS.F BUILDING CHECKED BY: DESIGNER/ENGINEER OF RECORD TOREVII DELIVERY LOCATION: DESIGNES PRIOR Two CONSTRUALL CTION. & T R U S .5COMPANY I 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. 40'-0' GARAGE LEFT 11'-11' q� U U t U U �- "1' ' tea �i �a -tea � �a ' -m a -a 1 a, Immi mem MEM UMW INIMIN MN=MIMI MUM IIIMINIMMIll INIMIN MIMI MIMI NM=MIMI MIIM MIMI AMIN MIMI 1•11/4 :a i ASJ1 _I►ASJ2 1113 1 ASJ1 te. ��,11�111111 i 2 I /, /► it11__ ASJ2—IMM1111111111111111611111111149110102'V Jill AH2 ‘441111111111111111111111111%//_ .r _ A I IIIIIIIIIIIZWIIIIIHIIIIIIIIIIRS A4111 111111111111 " 11111111111111111111 AEI I I AH6�■.r I — 111111111111111111111112125111111111111111111111111 4 I Al (4) I • _ I- N' 10 1 �_ _,►-- - - i— _I !!!!i•-rilltrii . iiii..nil I BH34111111111111111111111111111101.111111111111111 —' . I� r � i D2 �Ill j IIb1IIH!III I NFORMS TO DESIGN CONCEPT i) I ' I NFORMS TO DESIGN CONCEPT WITH - - ❑X CONFORMS TO DESIGN CONCEPT REVISIONS ASS OWN 20'-4112' 6'-g' ❑C CONFORMS TO DEIGN CONCEPT WITH ❑ NON-CONFORMI - ' ' '11 , ':* g� RESUBMIT❑NDN-CONFORMING-REVSE& 5{qy^vPFYYNF REIN -RES T G2 IT6CSN`F THIS SHOP DRAPING CONCEPT HAS BEEN REVIEWED FOR GENERAL CONFORMANCE n* ". "'S COLT ' ox? 1'' i..F"l '2 WITH THE DESIGN OI Y AND ROES NOT RELIEVE THE ��1 M m�mm.s :.•A*>`'c f`fl'1^��� "''b`Y"IDESIO`- lf �FN'V mam c.=.rnRA.raiw:u. FABRICATOR/VENDOR OF RESPIISIBILITY FOR CONFORMANCE WITH THE By AlezlaFukui Date 9 u 14 DESIGN DRAWINGS AND SPECI'ICATIONS ALL OF 051CH HAVE PRIORITY M L B R A N i T ARCHITECTS OVER THIS SYAP DRAWING. I ` •" • T -s By: Todd R. Eaton Date: September 14. 2014 ®CopyrlghtCompuTruslnc.2006 CT ENGINEERING INC , DATE: ABOVE PLAN PROVIDED FOR TRUSS B '• - PLACEMENT CALCULATIONS EFERTO . PO •LYGON NW 03/31/14 TRACEEALCUu.REFER D ENGINEFRF�STRUCTURAL REVISION-1: DRNFORM GINEE BUILDING R a - . ..PROJECT TITLE INFORMATION.BUILDING �t gar PLAN 5-B COFFER INFORMATION. FOR ER NON-TRUSS 1/2 UM 1 1 up 0 RESPONSIBLE FOR ALL NON-TRUSS PLAN: DRAWN BY:.IP REVISION-2: TO TRUSS CONNECTIONS.BUILDING COMPANY M P A N Y DESIGNER/ENGINEER OF RECORD TO & TRUSS 5 / B CHECKED BY: REVIEW AND APPROVE OF ALL RESIGNS PRIOR TO CONSTRUCTION. 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. 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). r..{7 +f' Gth�Ffi - y i ,Lck:.lith.li t I 1 - 14 ). CRC h0 , ter'/ ,a . 2.043 . O Gll- G, �` "4 g. LiStf:F.�:' ,; y�/6' j .` � :Fjpt�'AI ': • �4 JO1�'' //B,'.!3 raj /)/ /i. EXPiRES MOMS This design prepared from computer input by II�IIIIIIIIIII PACIFIC LUMBER-BC TRUSS lSPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDFICq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1. 2- 0) 42 2.10=(•958) 2635 3.10=(-318) 336 iR TC: 2x4 KDDF N1&BTR SPACED 24.0' O.C. 2- 3= •3001 1231 10.11=(-697) 2166 10. 4=`-120) 564 oTop BC: 2x4 KDDF STABTR 3. 4= -2717) 1165 11-12=(•716 2136 4-11=(-785) 486 WEBS: 2x4 KDDF STAND LOADING 4. 5=(-1912) 966 12- 8=(-960) 2567 11- 5=(•551) 1293 5. 6= •1912 966 11. 6= •785 486 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF g- 7=(-2917) 1185 6.12=)-120) 565 TC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD = 10.0 PSF 7- g=(•3001) 1231 12- 7=(•318) 336 BC LATERAL SUPPORT <= 12'OC. VON. TOTAL LOAD = 42.0 PSF g- g=( 0) 42 OVERHANGS: 10.0' 10.0' LL = 25 PSF Ground Snow (Pg) Connector pplate prefix designators: BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,CI8,CN18 (lir no prefix) = ries rus, Inc LIVE0LOAD0AT LOCATIONS) SPECIFIEDLBYIIBC 2012AGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M20HS,M18HS,M16 = M>Tek MT series 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' •2761 1775V 01 OH 5.50' 2.64 (DDF ( 625 ICOND. 2: Design checked for nets-5 nsfl uplift at 24 'oc soacing.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=LII80 MAX LL DEFL = 0.001' @ 0'--10.0° Allowed = 0.083" MAX TLMAXELL DEFL = 0.178" @ 20'- 10.0' Allowed = 1,954" MAX TLMAXELL DEFL = 0.001' @ 40'• 10.0" Allowed = 0.063' MAX TL CREEP DEFL= •0.001" @ 40'- 10.0" Allowed = 0.111' MAX HORIZ. LL DEFL = 0.070" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.117' @ 39'- 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19�AT TIME OF MANUFACTURE. 20.00 20 00 '' Design conforms to main windforce-resisting 6-05-13 6-05-13 6 05 13 6 05 13 7 00 05 system and components and cladding criteria. 7 00 05 Wind: 140 mph h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 ( 12 (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), 12 M-4X6 d 6.00 load duration factor=l.6, 6.00 Truss designed for wind loads 540," in the plane of the truss only. M 5x6(S) M-5x6(5) 1' 0.25" 0.25" �1. co O +' M-1.5x4 o M 1.5x4 0 M Y\ m '` c ��� 10 10.25° M 3x4 M-3x8 0 0 -3x8 M-3x4 M-5x8(S) 1, ,1 1, ), ), 10-03-04 9-08-12 9-08-12 10-03-04 y y 40-00 0-10 0 10 �c0) PROFes JOB NAME: POLYGON PLAN 5-6 NH - Al Scale: 0.1552 \5 NPIR 41I hi '4? �o 1.7 WARNINGS: GENERAL NOTES,unless otherwise noted: �. 1.Builder and erection contractor should be advised of all General Notes 1.ThTh"ddegslignisbased Applicabilityonly upn the of parameters shown and Is proper for an individual Truss: Ale,,, ir. end compress beforewebracinconstructiong m commences. incorporation of component is the responsibility of the building designer. 2.2x4 compression web must be Installed where shown*. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure sled*during construction 2 o.e.and et 10'o.c.respectively unless braced throughout their length by j;,re,ama„ DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(rC)and/or drywan(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++ 'El ft OREGON iti 4.Na load should bem feteapplied to any component until after lig bracing and 45.Installation esi tlnn assumes truof truss sses ere io be useed ty In f a noon-pective corrosive envirroonment, �•/ 14 .Zp1 P..� SEQ, 5992791 fastenerssare complete and at no time should any loads greater than and are for"dry condition of use. design loads a applied ocn to any and assut. 6.Design assumes fug bearing at all supports shown.Shim or wedge If ' 0 TRANS ID" 403334 5.CompuTmshesnocontroloverandassumes noresponsid6ty for the necessary. MFR'RI�L ' fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. 6.This design is furnished subject to the GMtatlons set forth by 8.Plates shall be located on both faces of truss,and placed so their center I 111111 VIII UM VIII VIII IIsi IIII In which ftupon request. es ncide with joint center Ines. tiFcoa of aen dTekSA,Ino./CompuTrus Software 7.6.6(1L)-E For basic n plate plate In values see ESR-1311,ESR-1988(MITek) EXPI RES:12/31/2015 4 JIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' TC: 2x4 KDDF #188TR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WAJDDF/Cq=1.00 BC: 2x4 KDDF #168TH SPACED 24.0. 0.C. 1- 2=( 0) 42 2-120(.1420) 2608 13-2- 3=( 0) 291 WEBS: 2x4 KDDF STAND 2- 3=(-3048) 1745 13-13=(-1422 2605 3-13= -547) 259 TC LATERAL SUPPORT <= 12.00. MON. LOADING 3. 4=(-2505) 1688 13-14=(-1231 2235 13- 4=�-102) 534 BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.01+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=( -597) 766 15.15=(-1231) 2235 1 6=(•348) 150 DL ON BOTTOM CHORD = 10.0 PSF 4- 6=(•1683) 1035 15.16=(•1449) 2605 14- 8=( 0) 311 TOTAL LOAD = 42.0 PSF 5- 7= -481 778 16.10=(•1447) 2608 0.15= •348) 150 6. 8=•1683{I 1035 NOTE: 2x4 BRACING AT 24.00 UON. FOR 3 8.15=�-102) 534 ALL FLAT TOP CHORD AREAS NOT SHEATHED $ LL = 25 PSF Ground Snow (Pg) 7- 8= 597 766 15- 9=(•547) 259 8. 9=)•2505) 1688 9.16=( 0) 291 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 10= •3048 1745 OVERHANGS: 10.0' 10.0' LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 100..11=) Oi 42 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. v•rtica or equal at non-structural BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA vertical members (uon)..5x4 LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) ) Unbalanced live loads have been 40'• 0.0' -460/ 1775V t90% 190H 55.50' 2.84 KDDF.50' 2.84 KDDF ( 625625) considered for this design. Connector plate prefix designators: ICOND. 2: Design checked for net(-5 psfl uplift at 24 •oc s0acing.I ,CN,CI8,CN18 (or no prefix) CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C M,M20HS,M18HS,M16 =MiTek MT series AX MAX TLMCREEP DEFL = -0.001' p 0'-•10.0• Allowed = 00.081' 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 7-03-04 6-05-04 4-00 00-05 4-03-03 6-05-04 7-03-04 T NOT EXCEED 19%AT TIME OF MANUFACTURE. ( Design conforms to main windforce-resisting L-03-OS 14-00 14-00 system and components and cladding criteria. Wind: 140 mphh=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 12 M-4x6 M-4x6 T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(D{r), 6.00 D s M-3x8$ 12 load duration factor=l.6, 4 6.00 Truss designed for wind loads M-4X6 I M 4x6 in the plane of the truss only. M-5x6(S) -- $ Ni M-5x6(5) v C 0.25" °' 3 0.25" / + Y4 M O CO cp 12 o M-3x8 M-1.5x4 M-3x8 104.25" M-3x8 M-15x4 4 M-3x8`,1 8 y M-5x6(S) (S) y y /, 1' l b 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 t.a PROF Scale: 0.1547 ��GR FS WARNINGS: GENERAL NOTES,unless otherwise noted: �� -9�N /4 s/t� Truss AH 7 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 y( / 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be installed where shown+, Incorporation of component Is the responslMGty of the building designer. 0, E r- DES. BY: BS 3.Additional temporary hrecing to insure stodgy during construction 2.Design assumes the top end bottom chests to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o•c.end at 10'o.c.respectively unless braced throughout their length by eillow DATE: 7/11/2014 the overall structure is the responsibility of the building designer. continpuact ous bridging sheathing such es plywood required where sand/or drywal C). ` 4.No load should be appfled to any component until after all bracing and 4.nstallatl Installation Is the responslateral ibility the where contractor. /rte' TSEQ. : 5992792 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, • RANS I D• 403334 design loads be applied to any component, and are for"dry condition'of use. IF, A:OREGON1� oto S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If /O ,O 1 20. -.1 fabrication,handling,shipment and Installation of components. necessary. 4, �T, 6.This design is furnished subject to the Irritations set forth 7•Design assumes adequate drainage isp truss,and. L� n �i eir center I I/IIII IIIII IIIII 11111 11111 IIIII 11111 IIII 101 TPI/k U A In SCSnc./ omcoppuTrus Sofs of which tware 7 6 6(1L)-E�ll be furnished upon quest 1 .8.PFlates linbaso connectorafsize joint center e e indesvalues see ESR-1311,d so (MITek) �i FIR (L� V MITek USA,Inc/Com 9.Digits Indicate size of plate In inches. EXPIRES:12/31/2015 This design prepared from computer input by IIIIIIII��II�I PACIFIC LUMBER-BC TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4WRIDDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1,15 1- 2=( 0) 42 2-12=(•1076) 2619 12- 3=( 0) 291 TC: 2x4 KDDF k1SBTR SPACED 24.0' O,C, 3- 4=(-2492) 1266 13.14= 1078) 2433 13.13x(-534) 708 BC; 2x4 KDDF R16BTR 0 14.15=( •957) 2433 13. 6=(•540) 250 WEBS: 2x4 KDDF STAND LOADING 4. 6=(•2136) 1206 15.16=(•1130) 2616 14. 6=( 0) 311 TC LATERAL SUPPORT <o 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD 32.0 PSF 6- 8=(.2136) 1206 16.10=(-1128) 2619 6.15=(•539) 250 DL ON BOTTOM CHORD = 10,0 PSF 7. 8= 0 0 8.15=(•268) 708 BC LATEflAI SUPPORT<= 12'OC. UON. TOTAL LOAD = 42.0 PSF 8. 9=(•2492) 1266 15:'99c(-5340) 2196 LL = 25 PSE Ground Snow (Pg) 9-10= -3057 1363 NOTE: 2x4 BRACING AT EAS N UOS. FOR 10-11=( 0) 42 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HOflZ BRG REQUIRED BRG AREA OVERHANGS: 10.0' 10.0' THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES 0'• 0.0' -3191 1775V -156) 156H 5.50' 2.84 KDDF ( 625 Connector pplate prefix designators: 40'- 0,0' •319/ 1775V 0/ OH 5,50' 2.84 KDDF ( 625 C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MIBHS,M16 = MiTek MT series �COND. 2: Design checked for nett-5 psf) uplift at 24 'oc sgacing.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0,001' @ 0'--10,0' Allowed = 0.083' MAX TLMAXELL DEFL = 0.209' @ 26'- X0.0' Allowed = 6.954' MAX TLMAXELL DEFL = 0.006' @ 40'- 10,0' Allowed = 0,083' MAX TL CREEP DEFL = •0,001' @ 40'- 10.0' Allowed = 0.111' MAX HORIZ. LL DEFL = •0.063' @ 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, 15-11-11 . 8-00-10 15-11-11 �( Wind: 140 mphl h=23.2ft, TCOL=4.2,BCDL=6.0, ASCE 7.10, ( 0415_111-4;:0 7.03-04 03 04 (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), 7 03 04 6_06_04 03 0� 4-00 05 4 00 05 03 0� 6-05 04 - load duration factor=l.6, in thedplaneeoffthewtrussoonly, 14-00 ,f 14-00 1' 5 7 M-4x6 12 6.00 p M 4x6 M- x8M 5x80 6 ,00 M-5x8(S) 0.25" 0.25" -4- 3 + + `� y.0 " 144441414441411%4444444.4% O el O C.) 0 9El .-. 1 v 14'f 15 16 o c /M-3x8 M-11 25x4 M-3x8 0.25" M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) y J, y y y y y 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 y y J, to 40-00 0-10 ���EQ PROFFss JOB NAME : POLYGON PLAN 5-B NH - AH6 Scale: 0.,547 NG(" ' . '02 WARNINGS: GENERAL NOTES,unless otherwise noted: �� I�G . E• . 1.Builder and erection contractor should be advised of all General Notes 1.This s degsiggn ibased onlyt. napoonly of parameters parametersshown e d is for an r Individual 776000 Truss: AH 6 and Warnings beforeweb avingmconstruction commences. incorporation of component is the responsibilty of the building designer.2.2x4 compression oral web bredng must be Installed where shown*. 2.Design assumes the top and bottom chords to be laterally braced at �,�' 3.Additional temporary bredng to Insure stabmty during construction 2'o.e.and at 10'0.0.respectively unless braced throughout their length by rte,,,,, DES. BY BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/ordrywaa(BC). DATE: 7/11/2014 the overaa structure Is the responsibility of the building designer. 3.2x Impactlbridging or lateral braving required where shown++ `~�L OREGON !C 4.No load should be rippled to any component until after all bradng end 4.Installation st)l an ion assoftrutruss sIs the es are responsibility ns usity of the h resperrosNeective contractor. S E Q. : 5992793 fasteners are s complete and no time should any bads greater than and are for"dry condition'of use. ,�Q '9Y 14, 2. Q4 design loads bes opoto any and assut 6,Design assumes full bearing at all supports shown.Shim or wedge If TRANS I D' 403334 5.CompuTrus has no control over and assumes no responsibility for the necessary. MER R) fabrication,hardens,shipment and Installation of components. 7,Design assumes adequate drainage Is provided. 6 This design is CA in SCSIs copies of which wit be furnished forth upon request, 8 lines Plates shall be colnda with joint ceon nter lines. faces of truss,and placed so their center 1111111 VIII IIID VIII VIII VIII VIII IIII IIII 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 ` IIIIII III III This FIC designLUMBER-BC prepared from computer input by ' PACI LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF g1&BTR SPACED 24.0' O.C. . 3= 0) 42 2.10=(-933) 2619 10- 1=( 0) 291 WEBS: 2x4 KDDF STAND 2- 3=�-3057 1165 11-11=(-933) 2616 3.11=(•534 368 LOADING 3. 4=(-2492) 1038 11-12=(•698) 2433 11- 4=(•241) 708 TC LATERAL SUPPORT <= 12.00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4. 5=(-2136) 1015 12.13=(-698) 2433 11- 5=(•527) 203 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 85-- 7= -2496 10153 14.14= •957 2616 15. 3= 0) 203 TOTAL LOAD = 42.0 PSF 7- 8=(-3457) 1168 14- 8=�-955 2619 6.13=(-241) 708 7- 8=(•3057) 1164 6.13=(-241 708 NOTE: 2x4 BRACING AT 24'0C DON. FOR LL = 25 PSF Ground Snow (Pg) 8- 9= 0) 42 13- 7=(•534` 368 ALL FLAT TOP CHORD AREAS NOT SHEATHED 7-14=( 0) 291 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA OVERHANGS: 10.0' 10.0' LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) 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 WOOF ( 625) C,CN,CI8,CN18 n (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 MiTek MT series 'COND. 2: Design checked for nett-5 osfl uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111' MAX LL DEFL = 0.179' @ 20'- 0.0' Allowed = 1.954' MAX TL CREEP DEFL = -0.358' @ 20'- 0.0' Allowed = 2.606' MAX LL DEFL = 0.001' 0 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 1996 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, ind lads 1' inuthedplaneeofesigndftheorwtrussoonly. 7-03-04 6-08-07 6-00-05 6-00-05 6-08-07 7-03-04 12 12 s- 6.00 p M-4x6 M-3x8 M 4x6 Q 6.00 M-5x8(S) "' M-5x8(S) 0.25" 3 0.25" 0 to +. ' co 0 cO 7:i : 1� 100 11 E:2 o oM- M-3x8 M-1.5x4 M-3x8 110. 5" 13 1a q o 3x8 M-1.5x4 M-3x8 0 M-516(S) y y y y 3. 1, y y 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 0-10 40-00 y y o-io JOB NAME: POLYGON PLAN 5-B NH - AH5 Scale: 0.1547 �A:cki-NF FSsy WARNINGS: GENERAL NOTES,unless otherwise noted: ) OjJ_ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual / Truss: AH 5 and Warnings before construction commences. building component.Applicability of design parameters and proper ��� C��' E q 2.204 compression web bracing must be installed where shown*. incorporation of component is the responsibitly of the building designer. • DES. BY: BS 3.Additional temporary bracing to insure slabifty during construction 2.Design assumes the tap and bottom chords to be laterally braced at �/ / Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. continuous sheathing such as p bracing required sheathing(TC)and/or drywall(BC). i 1! /. g 3.2z tel aWImpacoffru bridging or lateral where shown++ /' sf CZ- 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. : 5992794fasteners are complete end at no time should any loads greater than 5.Design assumes trusses ere to be used In a non-corrosive environment, �G A_OREGON b !�j TRANS I D: 403334 design loads be applied to any component and are for'dry condition'of use. '9 ,` 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 Y r;4 ZO _ fabricellon,handling,shipment and Installation of components. necessary. V1r 6.This design is famished subject to the Irritations set forth 7.Design assumes adequate drainage is provided. MSR R I��" `- IIIIII IIII VIII II I VIII IIII'VIII IIII IIII TPtIWrCA In SCSI,copies of which will be furnished uponquest. 8.Ines coincide with Joint on cent r tos faces of truss,and placed so their center • MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 0.Farr9. its basic connectoe r plf ate desilate In gn ves. alues see ESR-1311,ESR-1889(MiTek) EXPIRES:12/31/2015 ) 1111111 This PACIdeFIC LUMsign BprERe-Bpared from computer input by IIIIIC TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC:: 2x4 UDE 0166TR SPECIFICATIONS LUMBERLOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.14=(-1134) 2587 3.14=)-135) 235 SPACED 24.0' O.C. 2- 3= -3022) 1414 14.15=(-1211I 3183 14- 4=(-296) 899 WEBS:E: 2x4 KDDF S1ANDfl 3- 4= -2812) 1314 15.16=(-1289) 3398 14- 6=(-976 443 2x4 IMF STAND LOADING 4- 5= 0) 0 16.17=(-1264) 3183 6.15=( -32) 304 LL( 25.0 +OL 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2455) 1236 17.12=(-1187) 2587 15- 7=(-197) 130 TC LATERAL SUPPORT <e 12'OC. UON. ) ( 6- 7=(-3285) 1508 7-16= -197) 130 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 7- 8=(-3285 1508 16- 8= -32) 304 TOTAL LOAD = 42.0 PSF 8.10=(-2455) 1236 8.17= -976) 443 LL = 25 PSF Ground Snow (Pg) 9.10=( 0) 0 10-17'(-296) 899 NOTE: 2x4 OPACIOR AT EAS N UON. ATROT SHEATHED 10-11= -2812) 1314 17. 11=(-135) 235 ALL FLAT TOP CHORD AREAS NLIMITED 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONSHORZDRGE RE UI. (SPECIES)BRGAREA M,M2OCS,MI8HS (or no MiTekeprefix) = CompuTrus, Inc 0'- 0.0' -304/ 1775V -111/ 11tH 5.50' 2.84 KDDF ( 625) M,M20HS,M18HS,M16 = MT series 40'- 0.0' -304/ 1775V 0/ OH 5.50' 2.84 KODF ( 625) ICOND. 2: Design checked for net(-5 osfl uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'--I0.0' 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 he22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1' 1 1 T (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), 5-01-08 4-07 2-10-09f 5-01-12 5-01-12 T-10-09 4-07 5-01-08 load duration factor=l.6, } Truss designed for wind loads 03 03 03-010-00 in the plane of the truss only. T 10-00 1' 1 T f 6,o012 M-4x6 5 M 6x4 M-5x6(S) 9 12 25" M-6x4 6.00 M 4x6 .. Mf )' v M-1.5x4 M-1.5x4 0 C,:.:3 .3 c • \/\/N i m o t .... e14 1 "I 'f 16 17 o M-3x8 M-3x8 u.25" 0.25' M-3x8 M-3x8 0 M-5x6(S) M-5x6(S) * * y 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 R opeo JOB NAME: POLYGON PLAN 5-B NH - AH4 6pale: D.,5a7 �, GP NE S/i) WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of an General Notes 1.TNs design Is based only upon the parameters shown and is for an Individual ®... E 2 Truss: AH 4 and Warnings before construction commences, building component.Applicability of design parameters and proper .2x4 compression web bracing must be installed where shown t. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability Burin construction 2.Design assumes the top and bottom chords to be laterally braced at poty p2'o.c.and at 10'o.a.respectively unless braced throughout their ler�th by d DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/ordrywail(aC). f DATE: 7/11/2014 the overall structure Is the responstbifdy of the building designer. 3.2x Impact bridging or lateral bracing required where shown+v The OREGO N 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. 'y D• SEQ. : 5992795 fasteners are complete and at no lime 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"of use. `/Q -41).- 1 4,, 20�Q"'E ' TRANS ID: 403 334 S.CompuTrus has no control over and assumes no responsibility for Design assumes MI bearing at all supports shown.Shim or wedge If for the necessa �'1FA R 10- fabrication,handling,shipment and Installation of components. 7.Design sumes 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 I,copies of ch will be furnished n IIIIII VIII VIII VIII VIII VIII VIII IIII IIII th joint center Ines. MITek USA,IricCA In 6/CoRIpUTrl151Software 7.6.6(1 L))-E request. 10.lines Forribasicdcondenectorof plateldesign values see ESR-1311,ESR-1988(Welt) EXPIRES:12/31!2015 111 11111 This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 20MAX MEMBER1FORCES1187fl/D3-130(-136 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2- 3= 0) 42 3-14=(•-94) 25871 3-14=(-275) 307 WEBS: 2x4 KDDF STAND 2- 3= •3022 1237 13-14= -974) 3183 13- 4= -275) 899 3- 4= •2812) 1094 14-15=(•1050 3398 13- 5=)-976) 397 LOADING 4- 5=1-2455) 1044 15.16=(•1012) 3183 5-14=( -43) 304 IC LATERAL SUPPORT <= 12.0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=(•3285) 1278 16.11=(-1044) 2587 14- 6=(•192) 143 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3285) 1285 6-15=(-192) 133 TOTAL LOAD = 42.0 PSF 7- 9=(-2455 1061 15- 7=) -35) 304 NOTE: 2x4 AAACING AT 24.00 UON, FOR LL= 25 PSF Ground Snow P 8- 9=( 0) 0 7.16=(•976) 389 ALL FLAT TOP CHORD AREAS NOT SHEATHED ( M) 9-1 •2812) 1112 9-i6=(-269) 899 10.111== -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' Connector plate prefix designators: BOTTOM CHORD CHECKED FOR IDPSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,CI8,CN18 (or no prefix) = CampuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) M,M20HS,M18HS,M16or Mprek MT series 0'• 0.0' -241/ 1775V -111/ 111H 5.50' 2.84 KDDF ( 625) 40'- 0.0' -245/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) 'COND. 2: Design checked for net(-5 soft uplift at 24 'on 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 CHEEP 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 f-r Wind: 140 mphh=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9-11-11 19-09-05 10-03 (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=1.6, 5-01-08 4-10-03 4-10-09 5-01-12 5-01-12 4-07-04 �� esigned in the 4-07 5-01-08 Truss defor wind loads lane of the truss only. 10-00 12 M-4x6 M- x4 M-5x6(S) M-4x6 12 s.0o f- x4 a , a 6.00 MRk c .. .../\/\ \\ o 2x4 /\/\ u-1.5x4 v; U M f s- 13 qT " ''j; t6 " 2 o O M-3x8 M-3x8 b.25 0.25 M-3x8 M-3x8 0 y y M-5 J6(S) M-5xf6(S ) y y y y 9-06-12 7-00-01 6-10-05 7-00-01 9-06-12 0-10 40-00 y 0-10 JOB NAME : POLYGON PLAN 5-B NH - BH3scale: 0.1481 <(-1' v �"sso WARNINGS: GENERAL NOTES,unless otherwise noted: j // ">- 2. 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 �� iii Truss: BH3 and Warnings before construction commences. building component.Applicability of design parameters and proper LLL 0 E 2.aro compression web bracing must be Installed where shown+. incorporation of component Is the responsibimy of the building designer. DES. BY: BS 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bosom 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 building designer. 3.continuous mpact bridging orr lateral bracing as er equired where shown:drywel ec). �S-m, A/�R 4.No load should be applied to any component until after all bredng and 4.Installation of truss Is the responsibility of the respective contractor. - ..o SEQ. : 5992796 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, $� OREGON �(/ design loads be applied to any component and are for"dry condition'of use. 1 t, TRANS I D: 403334 5.CampuTrus has no control over and assumes no responsibility for the 6.DneeCignSassumes full bearing at all supports shown.Shim or wedge If /Q '9k 14+ 20�iP+ fabrication,handling,shipment and Installation of components. 7.Design sumes adequate drainage is provided. 'MFR R(LL V oth faces truss,and d so r center I IIIIII I III IIIII IIIII IIIII III I IIIII IIII IIII e. MIITpeiANTCA in BCSI,copies USA,Inc./Co puT of (Sofch tware 7.6.6ll be (1 L)•E�upon request. 9.10.Fa b inn ccatetsl joth int c 5.Plates shall be located enter er lines. n elues see ESR-1311, (Weir) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.13=(-1214) 2654 3-13=( -13) 272 2x6 KDDF #16BTR 72 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 LOADING 4- 5=( 0I 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 IC LATERAL SUPPORT <= 12'OC. MON. DL ON BOTTOM CHORD = 10.0 PSF 6.- 7=)-5392) 2555 17.1 2262 8=(-1207) 2686 2684 15-5.17=) -590) 200 258 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 8- 9=(•2744) 1321 16- 8=( -11) 311 LL = 25 PSF Ground Snow (Pg) 9-10=(-27481111 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 SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' -289/ 1775V -118/ 118H 5.50' 2.84 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 40'- 0.0' -250/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625 M,M2OHS,M18HS,M16 = MiTek MT series 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' 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 7.101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f3-00-12 05-0S 4-03-15 7-02-06 5-07-11 4-07-05 4-07-06 5-07-10 load duration factor=l,6, q1" Truss designed for wind loads 2-05-12 in the plane of the truss only. 6-00 12 M-4x6 12 12 6.00 6.00 17- 4.0" Q 6.00 s- 5 oA- M-5x6/ M- x8 M-3x8 M-5x16 M- 3x4 U v M 1.5x4 0 0V + N Lri 0 �m� C. $ A- A- -Alt / -�2r 14 1 15 t6 17 18 o M-3x8 M-4x12 =M-8x8(S)0.25" M 8x8( 5" M-1.5x4 0.25"88(S) M-5x12 M-1.5x4 M-3x8 0 y )' )' y y y ,i y y 5-04-12 7-02-06 6-10-14 5-04-03 4-10-13 4-09-02 5-05-14 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - BH2sale: 0.1481 '\`' �c,INI PR 6,/ WARNINGS: GENERAL NOTES,unless otherwise noted: .41� �� 2'S'r 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual -� E Truss: BH2 u t 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown+. Incorporation of component is the responsibiity of the building designer. Ade, 3.Additional temporary bredng 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 T end al 10'o.a respectivelyunless braced throughout their le W by 0 continuous pad sheathing(TC)and/or drywaiC), ! ' DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x impact bridging or lateral braving required where shown++ OREGON 4.No load should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. A_ W SEQ. : 59927 97 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, �L� V� NO` AA design loads be applied to any component and are for*dry condition'of use. Q �' 14 2,0! S TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Dnesigcease ssumes full bearing et all supports shown.Shim or wedge if illiev�: fabrication,handling,shipment end installation of components. 7.Design sumes adequate drainage is provided. r R lt. 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 .. will be furnished upon lines coincide with joint center Ines. 11111 VIII)IIII II I)IIII IIII IIII IIII IIIIMTeSA lnc./CompuT S)Software 7.6.6(1QE request. late In Inches. 09..Digits basic6.Dessize of i n plate design values see ESR-1311,ESR-1986(MiTek) EXPIRES:12/31/2015 JIIIIIIIIIIIII This design prepared from computer input by - PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF CATION; 40-00-00 GIRDER SUPPORTING 6-00.00 FROM 12-00-00 TO 19-00-00 LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 2x6 KDDF #1SBTfl T2 2=( O) 42 2.12=( -958) 5580 3-12=( -120) 766 9-170(0) 138 BC: 2x6 KDDF #1&BTA LOADING 3-2- 3= -6484) 1158 12.13=(-2356 12824 12- 4= 390) 2390 4.( -6788 1218 1 -14=(.2778) 15096 12- 5=(-7208) 1432 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) TC UNIF LL( 50.0)+DL( 14.0 = 64.0 PLF 0'- 0.0' TO 40'- 0.0' V 4. 5=( -6064) 1108 14-15=(-2778) 15096 5-13=( -330) 2050 TC LATERAL SUPPORT <= 12.00. UON. BC UNIF LL 0.0 +DL 20.0 = 20.0 PLF 0'- 0.0' TO 12'- 0.0' V 5- 6=(•13056) 2488 15.16=(•2114) 12140 13- 6=(-2176) 410 738 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 76-- 8=( 5222) 2210 946 17. 10=( -752) 4772 1 -310 4772 6.15 =)•3278) 1800 BC UNIF LL( 0.0�+DL( 20.0)= 20.0 PLF 19'- 0.0' TO 40'- 0.0' V 8- 9=( -5218) 952 15- 7=( -258) 1390 NOTE: 2x4 BRACING AT 24.00 UON. FOR ADDL: BC CONC LL+DL= 841.0 LBS 9 11'• 8.0' 9-10=( -5482) 926 6-18=(--750) 1596 1 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 1384.0 LBS @ 19'- 6.0' 0.11-( 0) 42 16- 8.((-8536) =( -750) 4348 16- 9=( -300) 328 OVERHANGS: 10.0' 10.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BAG REQUIRED BOG AREA flEQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0' -507/ 29 110/ 11 OH 5.50' 5.51 KDDFP(C625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHOAD LIVE LOADS ACT NON-CONCURRENTLY. 40'- 0.0' -507/ 29117V 7V 0/ OH 5.50' 4.67 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series 2 ) complete trusses required. ICOND, 2: Design checked for net(-5 osfl uplift at 24 'oc spacing.) 1,, HANGER BY OTHERS TO APPLY CONC, oin together 2 ply with 16d Common nails staggered at LOAD(S) EQUALLY TO ALL MEMBERS. 9' oc in 1 row(s) throughout 2x4 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9' oc in 2' oc in 2 row(s)( ) hout 2x6 throughout 2x6 top chords, MAX LL DEFL = 0,000' @ O'••70.0" Allowed = 0.083' 0' Allowed . 1954' + Laterally brace to roof diaphragm. 9' oc in 1 row(s) throughout 2x4 websom chords, MAX TL CREEP DEFL = •0,000' @ 0'--10.0' Allowed = 0.111' MAX TLMAX CREEP DEFL = •1LL DEFL . 0,255' @ 19'- 6.0' Allowed = 2.606' MAX LL DEFL = 0.000• @ 40'- 10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.000. 9 40'- 10.0' Allowed = 0.111' MAX HORIZ. LL DEFL = -0.070' @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.166' @ 39'- 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce•resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-11-11 18-10-08 4-10-13 10-03 load duration factor=l,s � 3-00-122-10-15( 6-03-15 7-02-06 T 5-07-11 4-07-05 4-07.06 5-07-10 Truss designed for wind s onl T in the plane of the truss only, 12 T 12 6.00 6.00 E7' M-4x6 12 4 s.00 4.0" 8 •fn o M-5x6{ M-3x10 M-3x10 M-5x1 6!11 M-3x4 o M-1.5x4 �---� M-3x6 c o M-3x8 M-5x12 130.25" M-3x6 0,25"15 16 17 ' '1 o M-5x12 M-1.5x4 c M18HS-7x14(S) ,,* M18HS-7x14(S) 1x841# 11384# J. J. y y y y y y J. J. 9719 5-04-12 7-02-06 6-10-14 5-04-03 4-10-13 4-09-02 5-05-141 JOB NAME :°-POLYGON PLAN 5-B NH - BH1 40-00 9.10-10 EO PROF Scale: 0.1481 ��\�� NGIN s/' WARNINGS: GENERAL NOTES,unless otherwise noted: • /G1 ® E. 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 rySJ Truss: BH 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 9 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. S 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 4101111P 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 building designer. continuous sheathing such as plywood cited ing(TC)and/or drywall BC. IP 4.No load should be a ted to an componentg3.4.In2Impacton bof dging ors s the lateral bracing required where shown++ `Y` ! S EQ 5992798 fasteners are complete and at no timhould any loads greeter than d 5.Design assumes strus es are to be used inof la nunhe -cor�rosive environment, ' A� TRANS I D: 403334 design loads be applied to any component and are for dry condition"of use. 7� 7 OREGON1a �I 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 <0 ..1).. 14, Q .�, fabrication,handling,shipment and installation of components. necessary. A 6.This design Is furnished subject to the tndtetlons set forth 7.Design assumes adequate drainage Is provided. /1/ ' rl R 1 L�- 111111111101111,1111111111111111111111 Mer TITpINYTCA e SAnInc./CompuTrusscopies of which OftNWarell be furnished upon 7.6.6(1 L)E request. 9.10.lines or coincide ewith ic 'off plate ia 8.Plates shall be located deal Inch gn Blueh faces s see ESR-13truss,and 11,ESRaced so-1988 88(Meir tRek) EXPIRES:12/31/2015 This design prepared from computer input by IIIIIIIIIII�II PACIFIC LUMBER-BC TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4WA/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREAS:I = 1.1511;1-1:121;1117-1E1:1-121.410.6.:0400 5 1- 2=( 0) 42 2-15=(-1678) 3991 15. 3=(-353) 977 12-23=(0) 242 TC: 2x4 KDDF g16BTR SPACED 24.0' O.C. 2. 3= •4625 1974 15.16= -1549 3653 3-16= -721) 416 BC: 2x4 KDDF STABTR 3. 4=5.3338) 1493 16.17=5-1176) 2930 16- 4=5 -19) 289 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-2840) 1382 17.18=(-1056) 2757 4.17=(•519) 279 5. 6=( 0) 0 19-20=( 0) 0 17- 5=(-400) 969 TC LATERAL SUPPORT<= 12'OC. ION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32PSF 5- 7= -2481 1295 18-20= •1045 2776 17. 7=(-640) 312 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10PSF 7- g=5-2785) 1416 20.21=5.1031) 2727 7-18=(•153) 492 TOTAL LOAD = 42PSF g- 9=(.2797 1389 21-22=(•1092) 2794 18- 8=(-182) 325 LL = 25 PSF Ground Snow (Pg) 9-11=(-2288) 1229 22-23=(-1136) 2635 20. 8=(•685) 315 NOTE: 2x4 BRACING AT 24.00 UON. FOR 10-11=( 0) 0 23.13=(-1134) 2638 8.21=( -75) 153 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12= -2643 1300 2g-22=5.710) 315 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12.13=5 3077) 1361 11.22,( 284) 807 13.14=( 0) 42 11-12=(.385) 243 OVEflHANGS: 10.0' 10.0' BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP Connector pplate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M20HS,M18HS,M16 = MiTek MT series 0'- 0.0' -3081 1775V •1331 133H 5.50' 2.84 KDDF ( 625 40'• 0.0' -3091 1775V 01 OH 5.50' 2.84 KDDF ( 625 O a Design checked for nett 5 psf) uplift at 24 'oc ooacingJ VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L1180 MAX LL DEFL = 0.001' @ 0'-•10,0' Allowed 0.083' MAX TLMAXELL DEFL = 0.260' @ 16'- 16.2' Allowed = 1.954' MAX TLMAXELL EFL = 0.001' @ 40'- 10.0' Allowed = 0.083' 0 01 05 MAX TL CREEP DEFL = -0.001' @ 40'• 10.0' Allowed = 0.111' 13-11-11 12-00-10 13-11- 1 MAX HOflIZ. LL DEFL= -0.122' @ 39'• 6.5' 6-03-04 MAX HORIZ. TL DEFL= 0.188' @ 39'• 6.5' 2-09 4 05 12 4-05::42x64,:. 05 04 6-01-04 2 03-Ot3 DESIGN ASSUMES MOISTURE CONTENT DOES T T T 00: 3-0 ' '3-04-13 5-05-04 NOT EXCEED 19%AT TIME OF MANUFACTURE. 12-00 1 2 00 '( Design conforms to main windforce-resisting 12 M-81x4 10 M 4x6 12 system and components and cladding criteria. Q 6.00 Wind: 140 mphl h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 6.00 7 M jx8 M- x4 1 All Heights), Enclosed, Cai.2, Exp.B, MWFAS(Dir), load duration factor=l.6, Truss designed for wind loads i3x4 / 1 3x4 in the plane of the truss only. yr 0 %M-4x4 M 3x8 co <o M-3x8 3:_� -�� 4 v Ci. v _ �. 5 16 17 18 20` �`, 4o �o o o� M-3x4 M-3x822 23 M-5x8 M-5x6 0.2b M-3x8 M-1.5x4 0 M-3x4+ M-4x10 M-3x4+ 1.69M-5x6(S) - 2.75 12 L. 2-os-12- y y ), ,, y y q T y y 2-05-0$ 4-05-12 4-07-08 1y08-Oz 6-03-06 6-01-04 5-05-04 6-01-08 y y 0-10 2-05-08 11-11 2-00 23-07-08 0-10 yy 14-04-08 25-07-08 y y 0 0 40-00 0-10 •k(<5) • P R OFFs� JOB NAME: POLYGON PLAN 5-B NH - AH5C • Scale: 0.1332 NG(N e X02 GENERAL NOTES,unless otherwise noted: �� .�� E '9� WARNINGS: on77 GGG 1.Builder and erection contractor should be advised of an General Notes 1.This Id�ng icomsponent Applicability of design parameters is individual Truss: AH5C and 4 Warnings beforewebracing mustion commences.tated Incorporation of component is the responsibitly of the building designer. //_ • 2.2x4 compression onaltemporary web be stablOed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at '��. 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.rspectivey volas 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/ordrywali(nC). 1'" DATE: 7111/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown++ OREGON C tr 4.No load should be eppfed to any component until after at bracing end 4.Installation esi In 0 u f russ s Is the responsibility aeepons o used of h respective contractor.environment,SE Q. : 5992799 fasteners are complete and at no time should any loads greater than and are for-dry condition'of use. `, •'1Y 14., 2��P'�-' design bads be applied to any component 6.Design assumes full bearing at all supports shown.Shim or wedge If M TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the necessary. R R".\^ 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 6.Plates shall be located on both faces of truss,end placed so their center Ones coincide with joint center Ines. 1113111111111111 MMa SA,1ncTPIANTCA in ./CompuT s I,copies of (Software 7 6 6(1 L)-E ch will be furnished upon request. ,9.DigitIndicate (cion size of plate design values see ESR-1311,ESR-1988(MRek) EXPIRES:12/31/2015 1111111111 This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' TC: 2x4 KDDF g18BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF#18BTA SPACED 24.0. O.C. 1- 2'( 0) 42 2.13=(-1439) 3991 13- 3=(-298) 977 9.20=(-264) 807 WEBS: 2x4 KDDF STAND 2- 3=(-4625 1712 13-14= -1329 3653 3.14° •721 386 20-10= -387 302 LOADING 3- 4=(•3338 1292 14-15=•102930 14- 5°( -14) 289 10.210( 0) 242 TC LATERAL SUPPORT <= 12.0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4. 6=(-2840 1155 15.16= -815) 2757 4.15=(-519) 342 BC LATERAL SUPPORT <= 12'0C. MON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-2481) 1098 17-18=( 0j 0 15. 5= •337) 969 TOTAL LOAD = 42.0 PSF 6- 7°(-2785) 1177 16.18= 812 2776 15- 6=I.640) 244 7- 8=(-2797) 1159 18.19=� •802 2727 6.16= -161 492 NOTE: 2x4 BRACING AT 24.00 UON. FOR LL = 25 PSF Ground Snow (pg) 8- 9°(-2288) 1038 19.20=( -834) 2794 16- 7=(-104) 312 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-10=(-2643) 1076 20-21=( -972) 2635 18- 7=(-665) 253 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12_ 30700) 1172 21-11°( -970) 2638 19-.18=( -55)02166 OVERHANGS: 10.0' 10.0' REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. ) ( ) 8-20.(-710) 275 Connector plate designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Conner or oleN18 (or prefix prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, M,M20HS,M18HS,(orM16 = MiTek MT series 0'- 0.0' -242/ 1775V -133/ 133H 5.50' 2.84 KDDFP(C625) 40'- 0.0' -242/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) ICOND. 2: Design checked for net(-5 psfl ualift 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 5 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 = 0.186' @ 39'- 6.5' 11-11-11 DESIGN ASSUMES MOISTURE CONTENT DOES 16-00-10 11-11-11 NOT EXCEED 19%AT TIME OF MANUFACTURE. 2-09 4-05-12 4-08-15 2-01-0 6-01-04 T 5-04-13 5-08-07 6-03-04 Design and f componentorms to sland icladding rcriteria. 12 gg2-05-0i. f Wind: 140 mph, he22,2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10 6.00D 5 8M x4pp 9 )r r P MWFRS(Dir), -4x6 M- x4 M-9)(8 M-4X6 12 (All Heights), Enclosed Cat.2 Ex .B, MWFRS Dir Q 6.00 load duration factor=l.6, Truss designed for wind loads M-3x4 in the plane of the truss only. c M•3x4 fO %M-4x4 + o 3 0° 3x8 i 0 Alf0 1_ O /`oo o` 1 13 14 15 ���//::IIIo 0 0 M-5x8 M-3x4 M-3x8 1617 18 0.251'R20 2'1 =�2 o M-3x4+ M-5x6 M-4x10 M-3x8 M-1.5x4 M-3x8 c M-3x4+ a 2.76 1,89 M-5x6(5) 1, ),12 ), �,2-09-12. 12 . , y-05-0$ 4-05-12 4-07-08 1x08- 6-03-06 y 6-01-04 5-05-04 y 6-01-08 y 0-19 2-05-08111-11 ,2-00 23-07-08 y y 0-10 y y 14-04-08 25-07-08 y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH4C o4 PROF Scale: 0.1499 WARNINGS: GENERAL NOTES,unless otherwise noted: �C' N1 I N �1Ss,O 1.Builder and erection contractor should be advised of an General Notes 1.This design is based only upon the parameters shown and Is for an Individual 1� E Truss: AH4C and Warnings before construction commences. building component.Applicability of design parameters end proper g2.2x4 compression web bracing must be Installed where shown.. incorporation of component Is the reaponsibiity of the building designer. ter. DES. B Y' B S 3.Additional temporary bracing to insure steblity during construction 2.Design assumes the top and bottom chords to be laterally braced at // Is the responsiblaty of the erector.Additional permanent bracing of 2'o.c.and et 10'o.c.respectively unless braced throughout their Length)by DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.continpuuaact ous sheathing such as plywood aired ing(TC)and/or dryweli C. 4/P' 4.No load should be applied to any component until after all bracing and 4.IInnstallatonbof bridging ors the responsibilityeral of the where spective contractor. �! SEQ. : 5992800 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 TRANS I D: 403334 design loads be applied to any component and are for'dry condition'of use. �L A OREGON t,,, i((/ 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if /O, qY 14, ° r fabrication,handling,shipment and Installation of components. necessary. p �� 6.This design is furnished subject to the!irritations set forth 7.Design assumes adequate drainage Is provided. �i R R I�.`-' IIIIII II II(IIII VIII VIII IIID VIII IIII IIII TPIANTCA In SCSI,copies of which win be furnished uponquest. 8 lines coincide Plates shall with Joint on center Ones. of truss,and placed so their center MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic Digits iconnecttor size platete design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 This design prepared from computer input by IIIIIIIIIIlII PACIFIC LUMBER-BC TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4WA/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 1- 2=( 0 42 2.17=(•1427) 3488 17- 3=( -209) 663 TC: 2x4 KDDF N16BTR SPACED 24.0' 0.C. 2- 3=(-4158 1779 17-180(.1262) 3045 17- 4= -186) 353 BC: 2x4 KDDF S1ANDfl 3. 4=(•3725 1660 18.19=(•1439) 3656 4- 18=( -191) 182 WEBS: 2X4 KDDF STAND LOADING 4- 5=(-3215 1467 20.21= 0) 0 18. 5=( -402) 1134 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=( 0) 0 19-21=(1359 (.1501) 4109 18- 7=(.1196) 523 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5. 7=(-2846) 1837 22.22=(-1559) 4171 7-19=( -269)89 907 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 8- 9=(•4282) 1836 23.15=(•1108) 2440 19- 9=( -253) 596 9-10= -4019 1727 21- 9=( -822) 404 LL = 25 PSF Ground Snow (Pg) 19-11=(•4019 1670 21.19=( .192) 106 NOTE: 2x4 BRACING AT EAS NOT TOS. FOR 10.13=(•2994 1227 21.10=( 92 220 ALL FLAT TOP CHORD AREAS SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.13= 0 0 1D-22= -80)10536 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12.13=(-2860) 1308 22-110(•1480) 576 13.14=(-2863) 1337 13-23°) -284) 918 OVERHANGS: 10.0' 10.0' BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 14.15=( 0) 42 23.23=( -2) 204 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. C,CN,CI8,CN18 (or no prefix) =CompuTrus, Inc M,M20HS,M18HS,M1 = MiTek MT series BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) JT 15: Heel to plate corner = 2.00' U'- 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 net1-5 psft uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180 MAX LL DEFL= 0.001' @ 0'--10.0' Allowed = 0.083' 9-11-11 MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111' 20-00 10 MAX LL DEFL = 0.381' @ 21'- 6.8' Allowed = 1.954' 9-11-11 ' MAX TL CREEP DEFL = -0.712' @ 21'- 6.8' Allowed = 2.606' 2-08-08 2-03-03 3-01-04 5-07-13 T-01-02 3-10 MAX LL DEFL = 0.001' @ 40'- 10.0' Allowed = 0.083' ( MAX TL CREEP DEFL = -0.001' @ 40'• 10,0' Allowed = 0.111' �(( 5-04-05 T /'-03-1' T 3-10-08 T 01 1f 2-10-04 0 005 2f O1 1f2 MAX HORIZ, LL DEFL = -0.131' @ 39'- 6.5' MAX HORIZ. TL DEFL= 0.207' @ 39'• 6.5' 8-00 DESIGN ASSUMES MOISTURE CONTENT DOES 8-00 ( NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 M-5x6(S) 12 Q 6.00 Design conforms to main windforce-resisting 6.00 -3X4 M 3X4 12 M 4X6 system and components and cladding criteria. M-5x6 M 1 5x4 0. 5" =M 4x4 3 Wind: 140 mph h=21.7ft, TC0L=4.2,BCDL=6.0, ASCE 7-10, 5 7 9 9 y 1� 11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M 3x4 M-1.5X4 load duration factor=l.6, 4 + a o Truss designed for wind loads M-1.5x43/ 6 in the plane of the truss only. n v m M 3X8 o N O ^^, !., 1 eta` AhlikkeO c 1 18 t 23 1 o o� c M-3x8 M 5x10 M-6x1021 0.2b4 M-3x8 M-3x8 8 C, o M-3x4+ M M-3x4+ 4x12 1.89.m.- M-5x8(S) a 2.75 12 12 ,i' y y J' y y y 2-00 5-06-12 6-04-04 1-00-12 9-03-04 8 02 04 7-06-12 J, yy y 0 y 2 00 11-11 ,200 24-01 0-10 10 13-11 26-01 H. y y 40-00 0-10 0-10 ��tGp PR OFFSS JOB NAME : POLYGON PLAN 5-B NH - AH3 scale: 0.1400 N1�/(NE ,q �O� GENERAL NOTES,unless otherwise noted: �� .�i/, ® E '17 NI.BuiNOS: yGGG '< 1.Builder and erection conbador should be advised of eg General Notes 1•�fs�de9 component ApplicebiGly t design peremetersaandi prorpea'individual Truss' AH3 and 4 compress onwe mn commences. Incorporation of component Is the responsibility of the building designer.• 2.2x4 compression web bracing must be Instated where shown*. 2.Design assumes the lop and bottom chords to be laterally braced at � "' 3.Additional temporary bracing to Insure stability during construction 2'o.c,and at 10'o.e.respectively unless braced their length by DES. BY: BS is the responsibility of the erector.Additional permanent bradng of continuous sheathing such as plywood s brace throughout and/or drywell(BC). DATE: 7/11/2014 No eovd shouldd ealathd t any comp ofthebuilding lldesigner.n 4.2n Impact bodging ors s lateral epredng required where tve contractor.++ • OREGON ,`<C 4.No load s areld mplete mo to ono component unlitapp load alt eredng and 5.Designn assumes trusses ere to be used Inta non-corrosirn rent, A- Z SEQ. : 5992801 dfasteners ignloasbe Ieteaoanyolime mponenuWa beds greater than and ore for"drycondltlon"ofone. �`� qY 14, Q1� design loads be appded to any component 6.Design assumes fug bearing et aU supports shown.Shim or wedge If �Li 0P, TRANS I D: 403334 5.CompuTrus hes no control over and assumes no responsibility for the necessary. r IR IL`' fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is rovided. 6.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IIIIII VIII VIII VIII ILII VIII VIII IIII IIIIMire SAIn SCSCOn1ps of which wWaf6furnished u Zn request. lines dIn bedr plate es design values see ESR-1311,ESR-1088(MiTek) ,.EXPIRES:12/3112015 IIIIIIIIIIIIII This design prepared from computer input by - PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'• 0.0' TC: 2x4 KDDF M1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1,00 2`( 0) 42 2-15=(-1267) 3488 15- 3=( -161) 663 21-120(0) 204 BC: 204 KDDF ft168Tfl SPACED 24,0' O,C. 21-. WEBS: 2x4 KDDF STAND 3- 3=(-4158 1554 15-16=(-1096 3045 15- 4=) -173) 353 LOADING 4=(-3725 1463 16.17=(-1145 3656 4-160 -192) 258 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(•3215) 1216 18-19=( 0) 0 16- 5=( -358) 1134 BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5-6- 6=(•2846) 1133 17.19=(-1245) 4109 16- 6=(•1196) 451 TOTAL LOAD = 42.0 PSF 7- 7=(-4286 1560 19.20=(-1292) 4171 6.17=( -275) 907 7- 8=(-4282 1558 20.21=((-1162 3686 7-17=( -85) 56 NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) 8- 9=(-4019) 1481 21.13=( -978) 2440 17- 8=( -184) 596 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-10= •3994) 1421 19- 6=( -822) 337 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.11=(-2515) 1026 19- 9=( -182) 104 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11'12= •2863 1065 9-20= -310) 224 OVERHANGS: 10.0' 10.0' 13.13=)•2908) 1176 20-10=( -84) 536 Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13.14=( 0) 42 11-21=(-1427) 518 Conner or Ola (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 11-21=( -266) 918 M,M20HS,M78HS,(orM16 = MiTekprMT series BEARING MAX VERT MAX HORZ BAG REQUIRED BOG AREA LOCATIONS JT 13: Heel to plate corner = 2.00' 0'- 0.0" REACTIONS -89/ACTI89H 5.50' 2.84N KODFP(C625) 40'- 0.0' -236/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) ICDND 2; Design checked for net( 5 pot)'iplift at 4 o c ,n 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 0'-•10.0' Allowed = 0.111' MAX LL DEFL = -0.354' @ 21'- 6.8' Allowed = 1.954' MAX TL CREEP DEFL = -0.712' 0 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. T01-12 3-01-07 3-01-04k 5-07-13 5-04-05 5-01-02 4-01-03 3-10-08 1 Design conforms to main windforce-resisting 12-08-08 2-08-05 2-01-12 system and components and cladding criteria. 12 M-5x6 M 3x4 M-5x6(S) 12 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6,0, ASCE 7-10 6.00 5 M- X4 M-115x4 8 0925" =M-4X4 M-4x6 Q 6.00 (All duration factoro�d6rCat.2, Exp.6, MWFRS(Dir), M-3x 4 0 Ma t�0 Truss designed for wind loads in plane s � 4.4�= + 1.5x40 M 1.5xa�M-3x8O N co vp 0 1Su '; astn� s M 5x10 1s 171a 19 18 O M-3x4+ M-3x8 M-6x10 0,25 M-3x8 M-3x8 0M-3x4+ -0 2.75 1,89 v M-4x12 M-5x8(S) 12 y y 12 /. 1. > y , y , y2-00y 5-06-12 6-04-04 1 y00-12y 9-03-04 8-02-04 7-06-12 0-1A 2-00 11-11 ,2-00 24-01 , y y 0-10 y y 13-11 26-01 y 0-10 y 1, 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH2 ED PR 01 Scale: 0.1550 �'� NGIN9-,6%O WARNINGS: GENERAL NOTES,unlessdupon otherwise noted: I�;,j;E �. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 4 - •,7(/ h,1 Truss: AH2 and Warnings before construction commences. building component.Applicability of design parameters and proper - 2.2x4 compression web bracing must he Installed where shown+. Incorporation of component is the responsibity of the building designer. DES. BY: BS 3.Additional temporary bracing to Insure steWGty during construction 2.Design assumes the top end 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 building designer. continuous sheathing such as plywoodrequired sheathing(TC)and/or drywall C. 4_. 3.2x Impact bridging or lateral bracing where shown++ / frr� 4.No load should be rippled to any component until after all bracing and 4.Instailatlon of truss Is the responsibility of the respective contractor. Q. SEQ. : 5992802 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, yL A_OREGON Qj TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. 7 b 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes tug bearing at all supports shown.Shim or wedge if '',2 '':101, 14. rLQ1 �.•�� fabrication,handling,shipment and installation of components. necessary. B.This design is furnished subject to the tirdtatlons set forth 7.Design assumes adequate drainage Is provided. 4i n'LL 111111111110111111111111111111111111 TPIAM1TCA In SCSI,copies of which will be furnished upon r quest. 8.BiPnes ctes oincide with joint center Ines. of truss,and placed so their center n MITek USA,Ina/CompuTrus Software 7.6.6(1 L)-Z 90.FForrits basiciccoonnector of lie desigIn inches. values see ESR-1311,ESR-1886(Wel() EXPI RES:12/31/2015 This design prepared from computer input by I�'IIIIIIIII�I PACIFIC LUMBER-BC 40-00.00 HIP SETBACK 6.00.00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4W'R/DDF/Cq=1.00 LUMBER SPECIFICATIONS LOAD DURATION INCREASE = 1.15 (Non•Rep) 111111111.1i!lis 0) 422.14=(-3052883414. 3=( -652) 2610.20=(-562) 1884TC2x4 KDD #1&BT036) 350414.15=(•280080483.15= 8420820.11=(-288) 262x6 KDD #1&BTT23LOADING926) 294215-16=(•43301125015- 4=( -860230BC2x6 KDD #1&BTLL 25 SF GroundPg) 7068) 265416.17=(-55121407615. 5=(•4662180YIEB2x4 KDDSTANDTC UNIFLL( 50.0)+OL( 14.0 64.0 '- O0O60.0' 1444) 448017.18=(-5048) 127965.16=( •398) 112TCTERAL SUPORT < 12 . UON. TC UNIFLL( 150.03+DL( 14.O = 164.0 '• 00O340D.0' 2464) 5061219-20=(-4110) 1041416-17=( -4143192BCTERAL SUPRT < 12 . UON. BC UNIFLL( 0.0)+DL( 40.0 = 40.0 '- 00O400.0' 5842) 21622012-(•1888) 536218- 7_(-2594) 1806518 237818. 8=( -114122TC CONC LL( 250. +DL( 70.0;= LBS @ - 0 ' 6230) 22348.19=(-11423820NOT2x4 BRAG A4' N. FOR ( 0) 42 19. 9=( -392) 1702 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9.20=(•4962) 2222 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 10.0' 10.0' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, BEARING MAX VEflT MAX HOAZ BAG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector pplate prefix designators: 0'- 0.0' -1152/ 339W -651 65H 5.50' 5.43 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = ries rus, Inc AND BOTTOM CHOflD LIVE LOADS ACT NON•CONCUAAENTLY. 40'- 0.0' -1152/ 3391V 0/ OH 5.50' 5.43 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek Mi series �� ( 2 ) complete trusses required. Join together 2 ply with 16d Common nails staggered at ICOND. 2: Design checked for net(-5 snfl uplift at 24 'oc ssacing.l 9' oc in 1 rows) throughout 2x4 top chords, VERTICAL DEFLECTION LIMITS: LL=LI240, TL=L1180 9• oc in 2 rows) throughout 2x6 top chords, MAX LL DEFL = 0.000' @ 0'•-10.0' Allowed = 0.063' 9' oc in 2 rows) throughout 2x6 bottom chords, MAX TL CREEP DEFL = -0,000' @ O'•-10.0' Allowed = 0.111' 9' oc in i rows) throughout 2x4 webs, MAX LL DEFL= 0.565' @ 16'- 4.5' Allowed 1.954' + Laterally brace to roof diaphragm. MAX TLMAXELI DEFL = 0.000' @ 40'- 10.0' Allowed = 0.083' MAX TL CREEP DEFL = •0.000' @ 40'- 10.0' Allowed = 0.111' MAX HORIZ. LL DEFL = -0.137' @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.220' @ 39'• 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 191 AT TIME OF MANUFACTURE. Design conforms to main windforce•resisting system and components and cladding criteria. Wind: 140 mpph h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5 11 11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-11-1128-00-10 load duration factor=l.6, Truss designed for wind loads 2-09 3 02-tib 3-08-05 4-05 ') 03 01' 6-02-11 5-11-03 5-06320#2-10-15 3-00-12 1' in the plane of the truss only. 1' T 320# 12 12 M-7x8(S) M-5x6 a 6.00 6.00' M 4x10M-3x10 M-3x8 =M-¢x4=M-4x4 0.85" g o f, i �, Y + M 1.5x4 mr %M 4xs 0o m M 3x10 iM74.x.1.0.- ._.,....,,,IN,„‘iiir3 v o M ---.41'3778 6920r�- 0 M-6x8 =M-4x4 =M-10x10 dr 1 M18HS-7x14 0.25' M-4x10 M-3x81 c 0 o M-3x4+ .. 2.75 M-3x4+ =M-8x8(5) M-3x4+ 12 gage.- M-3x4+ J• 2-11-04� y 12 y y y y y k y-05-0 4-06-12 4-05 y2-00y 9-02-04 9-00-08 5-04-12 , , y 23-07-08 q 1 Oy 1p 2-05-08 11-11 2-00 Y 7. 0 10 0-10 40-00 QEDP , .6.6,, JOB NAME: POLYGON PLAN 5-B NH - AH1 Scale: 0.1548 �5 NGIN;` 9 ro GENERAL NOTES,unless ethervise noted: �t . 0O E -v9� WARNINGS: s J 1.Builder and erection contractor should be advised of all General Notes 1•This building design Applicability ofdesign parameters is individual Truss: AH 1 and Warnings before construction be nees. incorporation of component Is the responsibilty of the building designer. 2.2x4 compression web bracing must be d where shown+• 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bredng to Insure stad8ty during consWdion 2'o.c.end at 10'o.e.respectively unless braced throughout their length by .........,•.,�.„ DES. BY: BS continuous sheathingsuch as plywood sheathing(TC)c andlerd li(8C the overall aslctur isthe eespon.Addyof eermding eradng of radng eR I 'y'''a 1' -y f3REGON �C/ DATE 7/11/2014 N e dshould p theeresponsibility componentcof the building designer.rac4.2x al atioact bridging of Is the e bredng ty of the where showncontractor. ++ 4.No a load s are c m ape an to any meshould until after all bracingaand 5.installation Design assumesWs es are to be used In a non-corrosNe environment, -�.9 y r 4• ' 2N'� '„ S E Q. : 5 992803 fasteners are complete and at no time should any loads greater than and re for'dry condition"of use. P- . design loads be noopcon to any and assut. 6.Design assumes full beating at at supports shown.Shim or wedge If TRANS I D' 403334 5.CompuTrus has control over and assumes no responsibility for the necessary. MCRA IL�- fabdeaUon,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 11111111111111111 111111111111 11111111 TPI/WTCA In SCSI, which furnished request. Onesdts MTe SA,InaCompuTrus Software 76.6(1L)-E 9.Dgicae a of plate In inches. tsrpiteues see ESR-1311,ESR-1986(MlTeitl EXPI RES:1 ZJ31IZO15 IIIIII 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'. 6.0' TC: 2x4 KDDF liaBTR LOAD DURATION INCREASE = 1.15 'COND. 2: Design checked for net(-5 psfl uplift at 24 'oc sgacing,I BC: 2x4 KDDF g168TA SPACED 24.0' O.C. DESIGN ASSUMES MOISTURE CONTENT DOES TC LATERAL SUPPORT <= 12'OC. UON. LOADING NOT EXCEED 19%AT TIME OF MANUFACTURE. BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main windforce-resisting Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connec 8,CN18 (or no prefix) = CompuTrus, Inc TOTAL LOAD = 42.0 PSF M,M20HS,M18HS,(orM16 = Mprek MT series Wind: 140 mph, h=20,4ft,Enclosed, ASCE 7-10, LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Trus duration fforoi1,6, w REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Truss designed for wind loads in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP Gable end truss on continuous bearing wall MON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer or equal typical at stud verticals. 4-09 to CompuTrus gable end detail for T 4-09 complete specifications. 12 T 6.00 12 Q 6.00 IIM-4x4 A- 3 I 1 • c0 0 CV V) 0 — 4 • M 0 R M-3x4 �0 M-3x4 o to y y 9-06 0-10 JOB NAME : POLYGON PLAN 5-B NH - Cl REpPROp Scale: 0.6187 ���� (NINE. s/� WARNINGS: GENERAL NOTES,unless onlyotherwiseupthnoted:ed: •��;, E 2 Cl1.Builder and s before contractor should be advised of an General Notes 1.This design Is based upon the parameters shown and Is for an Individual rrrrttttl��{',',',' Truss: C and Warnings before construction commences. building component.Applicability of design parameters and proper -57 2.244 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 4011.V / �... DES. BY: BS 3.Additional temporary bracing to insure stabi4ty 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.e.and at 10'o.o.respectively unless braced throughout their length)y DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. continImpact uous sheathing such as ptywood sheathing(TC)and/or drywall(SC. 4.No load should be rippled to any component until after all bracing and 4.nstallaU nbofttrruss is thor te responsieral bility required the espective contractor. ,... o_� SEQ. : 5 992804 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used In anon non-corrosive environment, , 4 TRANS I D• 403334 design loads be applied to any component. end are for"dry condition'of use. �� OREGON�a lV 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at an supports shown.Shim or wedge if /O -'9)' 1 4., P 4 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage necessary. s p �� IIIIII IIIII(III IIIII VIII IIIII VIII IIII IIII 8 TPIANTCA SCSI,copies This design is furnished of which will beect to the ldfumished tions set apo quest.rth by 9.Ines soshall incideewith located an both tnesglof truss,Band placed so their canter ��R R I�� MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.Forrits basicicate onnecor e platetdesign valinches, es see ESR-1311,ESR-1888(MITek) EXPIRES:12/31/2015 This design prepared from computer input by IIIIII�IIII��I PACIFIC LUMBER-EIC .,/ '14S11F11111111 por TRUSS SPAN 20'- 6.0' IBC 2012 MAX MEMBER FORCES 4WRIDDF/Cq=1.00 LUMBER SPECIFICATIONS 1- 2= 0ii . 7i- 475211663. 7= - 3' 205TC: 2x4 KDDF R1&BTRLOADUTIONICEA = . 2. •139232 - 8957727. 4= • 1446SACED 4.0' .C. 3. •121632 . 6= 24611694. 8= • 1) 450BC: 2x4 KDDF qt&TO4. -1218338- 5=(• 7) 206WEBS: 2x4 KDDF STADLOADING5. (•139533 TC LATERAL SUPPORT <= 12'OC. UON. LL25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42,0 PSF BEARING Iv VEflT MAX HOAZ BRG REQUIRED BRG AREA OVERHANGS: 10.0' 0.0' LL 25 PSE Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SD.IN. (SPECIES 0'- 0.0' •1431 961V -921 98H 5.50' 1.54 KDtlF ( 6253 Co For hanger specs. See approved plans 0:IDST :gOES7T2rPLiU4TSP:TAIIEORE DNDE HE IL 20'- 6.0' 107860V01O5.50' 1.36KOE ( 625)Connector pplate pefix designatrs: EUREMENTSFIB202DRC20NOTBENG MET.C,CN,CI8,CN18 {lirno prefix) = ompuTrus, IncICOND. 2: Designcheckedfornet -5polupliftat24 'ocspacing.M,M20HS,M18HS,M16 = MiTek MT series OTTOM CNORD CHECKD FOR tSPAC LIVE LOAD. TOVERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001' @ O'•-10.0' Allowed 0.083' MAX TLMAXELL DEFL= -0.037' @ 13'- 15.8' 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 19%AT TIME OF MANUFACTURE. 1003 Design conforms to main windforce-resisting 10-03 system and components and cladding criteria. 4-11-02 4-11-02 5-03-14 5 03 14 1' 1' Wind: 140 mpht h=21.7ft, TCDL=4,2,BCDL=6,0, ASCE 7-10 ( 12 (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(DIr), 12 load duration factor=l.6, M 4x6 d 6.00 Truss designed for wind loads 6.00 4.0' in the plane of the truss only. M-1.5x4 M-1.5x4 u; 0 . C.., / co s\ 0 0 vi� o ••••,••••,••••0/./.1°111 _7 •as 0 100.40• '` C 0.25' M-3x4 M-3x4 0 M-3x4 M-5x6(S) y y 7-00-03 y 6-05-11 y 7-00-03 y 0-10 y y 20-06 JOB NAME: POLYGON PLAN 5-6 NH - D2Bcale: 0.2933 N r 0 WARNINGS: GENERAL NOTES,unless otherwise noted: 1,./e.( � .17 1.Builder and credos contractor should be advised of all General Notes 1.This design���eed Applicabilitylynthe e design ters shoot rsand is properaran Individual Truss D2 end Warnings before we br dng must be commences. buIncorporation of component is the responsibiity of the building designer. � 2.2x4 compression web bredng must be Installed where shown*. 2.Design assumes the top and bottom chords to be laterally braced at `gyp' S,/� 3.Additional temporary bracing to insure sebiGty dudes construction 2'o.c.and at 10'o.c.respectively unless braced throughout their lengQth by /'� 71' DES. BY: BS Is the responsibility of the erector.Additional permanent bredng of continuous sheathing such as plywood sheathing(TC)and/or drywan(BC). 11 OREGON � DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.25 impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after as bracing and 4.Design ion of russ s lath e resto neulseE of th e respective nmimnrnent, SEQ. : 5992805 fasteners are complete and at no time should any loads greater than Dedgneasr"dry trusses condition'of use. �L/Q��� 14. 2o1bA� design loads be applied to any component. 6.and gn assumes foil bearing ut all supports shown.Shim or wedge if A' [� ` TRANS I D: 403334 5.CompuTrus hes no control over and assumes no responsibility for the neceaaa ✓�rq R IO- fabrication,handling,shipment end Installation of components. 7,Design sumer adequate drainage Is provided. - S.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 II1111111111IIII11111lit IIIIIIII1IIIIIIft MTITekUSA,Inc/CompUTruowhich Software 7.6.6(1 L)-E request. 10.Forrbasicconectorpeedesignvaluessee ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 21'- 4.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF/MIA; LOAD DURATION INCREASE = 1.15 2.3=1.3e(•522) 168 1.5=(•123 424 -127( 422 3.5=(0) 214 2x6 KDDF k1&BTA T1 SPACED 24.0' O.C. (( BC: 2x4 KDDF N1&BTR 0) 0 5-4= WEBS: 2x4 KDDF STAND LOADING 3-4= •539) 187 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF IC LATERAL SUPPORT<=a 12'0C. 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 KDDF625 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 !COND. 2: Designg• REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. checked for nett-5 psfl uplift at 24 'oc spacin I 11-1.5x4 or equal at non-structural BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 vertical members (uon). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.000' @ 11'- 0.0' Allowed 0.083' 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,CI8,CN18 (or no prefix) a CompuTrus, Inc Refer to CompuTrus standard MAX TC PANEL LL DEFL = 0,007' @ 13'- 2.0' Allowed =' 0,291' M,M2OHS,M18HS,M16 = MiTek MT series gable end detail for complete P 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 mphha20.7ft, TCOL=4.2,BCDL=6,0, ASCE 7.10 1' (All Heights), Enclosed, Cat.2, Exp.6, MWFRS(DIr), 14-03 1-06 4-09 load duration factor=1.6, T f f Truss designed for wind loads in the plane of the truss only. 12 =M-4x4+ 12 A 6.00 Q 6.00 M-4x6- u; 0 M-3x4+ el 1 M '3x6 5 ,4 O O M 1, M-3x6(S) y M-1.5x4 M 3x4 c y 11-05-06 15-09 y y 1, ), 4-os 0-10 20-06 y JOB NAME : POLYGON PLAN 5-B NH - D1 Scale: 0.2992 �eo��R0GINOFe`SS/O WARNINGS: GENERAL NOTES,unless otherwise noted: �� f /L •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 / Truss: D1 and Warnings before construction commences. building component.Applicability of design parameter and proper 2(��• E 9� 2.2x4 compression web bracing must be installed where shown+, Incorporation of component Is the responsibility of the building designer. _ / D ES. BY: BS 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �a' Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ` continuous sheathing such as plywood sheathing(TC)andtor drywall(m. , "!,- :1412..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++ SEQ. : 59928064.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. Q 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, yL OREGON !Ij TRANS ID: 403334 design loads be applied to any component. and are for'dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fun bearing at an supports shown.Shim or wedge If <0 '9Y 7 4 201 .4 fabrication,handling,shipment and Installation of components. necessary, � n R7 6.This design Is famished subject la the imitations set forth 78..Designlates shall be assumes adequate located one both faes drainage Is provided. and placed so 4,/ ,, R Ffi I I,•-`•' r center IIIIII VIII VIII IIID VIII VIII VIII IIII IIII MTITpliWTCA e USAnInC./CompuTrus BCSI,copies of ISoftwafech will be f 7.6.6(1 L)Z�urnished upon lines request. 9.10.Digits de with to ofpplate te design helves see ESR-1311, SR�78188(M Tek) EXPI RES:12/31/2015 11. IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2.5=(-40)4429 5.3=(0) 265 BC: 2x4 KDDF q1&BTA SPACED 24.0' O.C. 2.3= -574)) 113 5-4=(- 40 429 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL DL 7.0)ONON TOP CHORD = 32.0 PSF BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12'OC. UON. 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 Plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 osfl uplift at 24 'oc soacing.I Connector P REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180' M,M2OHS,MI8HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR IOPSF 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. 0 8'- 6.3' Allowed = 0.383' MAX TC PANEL TL DEFL = 0.075' 0 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' T DESIGN ASSUMES MOISTURE CONTENT DOES 1212 NOT EXCEED 19%AT TIME OF MANUFACTURE. 6.00 2 IIM-4x4 "' 16.00 Design conforms to main windforce-resisting 3 4.0e system and components and cladding criteria. -- 4t'� Wind: 140 mph h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 (All pHeights),fEnclosed, Cat.2, Exp.B, MWFRS(Dir), Truss designed for wind loads in the plane of the truss only. 0 v) 0 m CID 0 0 , 4 0, ,_ O 1CD 11 Y 4�*• o M-3x4 M-1.5x4 M-3x4 * y * 5-10 5-10 .1, ,. y 0-10 11-08 JOB NAME: POLYGON PLAN 5-B NH - E2 spate: D.4999 �c���'-5GIIN�FF`ss'/ WARNINGS: GENERAL NOTES,unless otherwise noted: 4Ct� ��l)GIN?. "A• 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual `� r end Warnings before construction commences. building component Applicability of design parameters and proper - /Truss: E 2Ineorporatlon of component Is the responsibility of the building designer. 2.2x4 compression web bracing must be stabil ed where shown+. 2.Design assumes the top end bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2•o.c.and at 10'o.c.respectively unless braced throughout their length by .,r o� DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheatbing(TC)and/or drywen(BC). _- '!s' IZ- DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ A 4.No load should be applied to any component until after as bracing end 4.Installation of truss is the responsibility of the respective contractor. /'OREGON 40 SEQ. : 5992807 fasteners are complete and at no lime should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, - -,, N �� design loads be applied to any component end are for"dry condition'of use. Q Y y4. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lug bearing at all supports shown.Shim or wedge If X11 �i fabrication,handling, necessary. MFppj V� shipment and installation of components. 7.Design assumes adequate drainage is provided. r'7J'1I,4 6.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I,copies of lines e with joint �I��I�����11111 X11 I�������111������������� MTe USA,IncIAlifTCA In JCompuTrus lch will be furnished upon Software 7.6.6(1L)E request 1nter lines. 0.FFor basic coonnectoroplatedesign values see ESR-1311,ESR-1998(Weir) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TO: 2x4 KDDF CATION TRUSS SPAN 11'- 8.0' (GOND. 2: Design checked for n t( 5 osfl unttft atocs _ 2a acin0.1 BC: 2x4 KDDF A188TR LOAD DURATION INCREASE = 1.15 SPACED 24.0' O.C. DESIGN ASSUMES MOISTURE CONTENT DOES TC LATERAL SUPPORT <= 12.00, UON. NOT EXCEED 19%AT TIME OF MANUFACTURE. BC LATERAL SUPPORT <= 12'0C. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main wree-resisting Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF system and components andd cladding criteria. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc TOTAL LOAD = 42.0 PSF M,M20HS,M18HS,M = MiTek MT series Wind: 140 mph, h=20,6ft, TCOL=4,2,BCDL=8,0, ASCE 7-10, LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL load duration factor=1,6, Tresi REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. inuthe dplaneed offor thewind trussoonly. BOT OM ANDTBOTTOMRCHOROD CLIVEKED FLOADSOR PACTSF LNON-CONCURRENTLYIVE LOAD. TOP , Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals, 5-10 5-10 compleRefer te o specificatixnse end detail for 12 6.00 12 IIM-4x4 Q 6.00 3 1 1 M O O 0 O O/— V — 4 co CD o 0 M-3x4 5 0 0 M-3x4 y y 0-10 11-08 k y 0-10 JOB NAME : POLYGON PLAN 5-B NH - El Scale: 0.5949 �'�� GIN ass/ WARNINGS: GENERAL NOTES,unless otherwise noted: //,/ Truss: E 1 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual •, E 2.and Warnings before construction ommences, building component.Applicability of design parameters and proper �, g ���SSy 9 compression web bracing must be Installed where shown.. incorporation of component Is the responsidtty of the building designer. DES. BY: BS 3.Additional temporary bracing to Insure stablaty during construction 2.Design assumes the top and bottom chords to be laterallybraced at DATE: 7 is the responsibility of the erector.Additional permanent bracing of 2'o.s.and at ICTea o.c. astivey unless braced throughout their length by c�1 /1 1/201 4 the overall structure Is the responsibility of the building designer. continuous bridging id sheathing or suchr lateral acing e sheathing requiredwhere shown and/or drywall BC. � S E Q. : 5 9928 08 4.No load should be applied to any omponent until after all bracing and 4.s2x tallationbof trruss is the respo sill f the espectie ontractor. `rte fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, ACr TRANS I D: 403334 design loads be applied to any component. and are for"city condition-of use. �` A OREGON ((� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at an supports shown.Shim or wedge If '7 fabrication,handling,shipment and Installation of component. necessary. - �O �Y 14 .\.- �� I IIIIII II II 11111 IIIIIIIIIIIIII VIII IIII ill 6.This design Is furnished subject to the limitations set forth 7.Design assumes adequate drainage is of ranON TPI/WTCA In BCSI,copies of which will be furnished upon r quest. 9.fees coincide with Joint on both liness truss,and placed so their center R R(L4 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 190.For ts basic connector ple of ate desiglate In n vales see ESR-1311,ESR-1998(MiTek) EXPIRES:12/31/2015 This design prepa:C.ed from computer input by I�IIIIIIIIIIII PACIFIC LUMBER-BC 6.00.00 GIRDER SUPPORTING 20-06.00 IBC 2012 MAMEMBER FORCES 4WR/ODF/Cq=1.00 LUMBER SPECIFICATiho.14<o!:_tnSitila LOAD DURATION INCREASE = 1.15 (Non-Rep) 1.2=1.125) 01 1-4=(-54) 72 2-4=(•187) 169 TC: 2x4 KDDF g16 2-3= 10 5 BC: 2x8 HOOF STALOADING WEBS: 2x4 KDDF STALL = 25 PSF Ground Snow (Pg) BEARING MAXVERT MAX HOflZ BAG AEOUIRED BRG AREA TC LATERAL SUPPORT 12'OC. UON. TCUNIFLL50.0)+DL14.0 = 64.0 PLF0'- 0.0' TO6'- 0.0' VLOCATIONSMAX VERTREATIONSSIZESQ.I . (SPECIES)BC LATERALSUPPORT12'OC. UON. BCUNIFLL� 231.2)+DL177.2p= 406.5 PLF0'• 0.0' TO8'- 0.0' Vg - 0.0' 30411451V411104H5.50' 2.32DDF ( 625)Singlemember eds . LIMITEDSTORAGEDOESNOTAPPLY DUETOTHESPATIAL6'• 0.0' 302/ 1384V0/ OH5,50' 2,21DDF ( 625)Hangarsattachedte bottom chordREQUIREMENTS OF IBC2012 ANDIRC2012NOTBEING MET. bCOND. 2: Designcheckedfornetl5psflupliftat24 'ocspacing.willhave1.5' maxil penetration. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 01 Or .1r4llMAMIIIIIIIIIIIIIIISYAI -/ ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.089' @ 3'- 0.4' Allowed = 0.323' MAX TC PANEL TL DEFL = -0.097' @ 3'- 0.5' Allowed = 0.484' Connector pplate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc MAX HORIZ. LL DEFL = 0.000' @ 5'- 8,2" M,M20HS,M18HS,M16 = MiTek MT series 5 OB 04 0 3 2 MAX HORIZ. TL DEFL= 0.000' @ 5'- 8.2' DESIGN ASSUMES MOISTURE CONTENT DOES 12 NOT EXCEED 19%AT TIME OF MANUFACTURE. 6.00 Design conforms to main windforce-resisting M-1.5x4 3 system and components and cladding criteria. Wind: 140 mphl h=20.7ft, TCDL=4,2,BCDL=6.0, ASCE 7-10 (All HHeights), Enclosed, Cat,2, Exp,B, MWFAS(D;r), load duration factor=l,6 I< Truss designed for wind loads in the plane of the truss only. c, 0 0 0 c%3 I�I 0 M-5x16 M-3x10 >' J• ), 5-08-04 0-03-12 ; J, 6-00 PLAN 5-B NH - Fl -GIRD Scale: 0.5462 ,5', GNE' sc. JOB NAME: POLYGON �``5? i E -4; WARNINGS: GENERAL NOTES,unless otherwise noted: �'. 1.Builder end erection contractor should be advised of all General Notes 1.The deigng i�need ononly uponln the oparameters rameters shown and I for propern individual Truss: F1 -GIRD and 4 Warnings before bracing must be commences. Incorporation of component Is the responsibitty of the building designer. 2.2x4 compression web must be Instened where shown*. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure staNary during construction 2'o.c.end et 1g'o.c.respectivey unless breeed throughout their lenuath by ,�;®:. DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such calve" shealNng(TC)and/or drywall(9C). tz- DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown++ y OREGON 4.No load should be applied to any component until after all bracing and 5.4.Design Installation oas ionasso f truss s trusses the erre pone ulitd f the respecrosNc emlctomenl, 2 0- SEQ.TRANS : 5992809 d fasteners to loadsare complete andan no time should any loads greater thanand are for"dry condition'of use. `�M�' 14, �� design been no controloto any r aassnl. 6.Design assumes fun bearing at all supports shown.Shim or wedge If �P, TRANS I D: 403334 5.CompuTrus has no,shipment and nssumes no responsibilitycomponents.or the necessary. R'R%l_- fabrication,handling, and installation of 7,Design assumes adequate drainage is provided. 6.This design Is furnished subject to the Irritations set forth by 8.Plates shell be located on both faces of Wss,and placed so their center I IIIIII 11111 VIII IIID VIII VIII VIII III)(III MTok SA,'InciCompuTrus(Software 7.6.6(1 L)-E request. 10.Fog basic connectoraplate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12131/201 5 I IIIIIIIIIIIIII This design prepared from computer input by - PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 11-08-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1.2=(- 125 101 1.4=(-54) 72 2.4=(•187) 169 BC: 2x8 KDDF #1&BTR 2-3= -10) 5 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12.00. UON. LL = 25 PSF Ground Snow (Pp) TC UNIF LL( 50.0)+DL( 14.0)0 64.0 PLF 0'• 0.0' TO 6'• 0.0' V BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA BC LATERAL SUPPORT<= 12'0C. 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. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' •170/ 881V -41/ 104H 5.50' 1.41 KDDF 1625) 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. 6'- 0.0' will have 1.5' max, nail penetration. •' For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND, 2: Design checked for nett-5 psfl uplift at 24 'oc sDlcinp.1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX IC PANEL LL DEFL = 0.089' @ 3'- 0.4' Allowed = 0.323' C, ,,CN18 (or no prefix) = CoepuTrus, Inc MAX TC PANEL TL DEFL = -0.097' @ 3'- 0,5' Allowed = 0.484' M,M2OHSM2OHSM18HS,M16 = MiTek MT series 5 08-04 0-03-12 MAX HORIZ. TL DEFL = 0.000' 0 5'- 8.2' 12 6.00 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. M-1.5X4 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCOL=4,2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. m 0 4 0 c; M o 4 -! M-5x16 M-3x10 "* y b ), 5-08-04 0-03-12 y y 6-00 JOB NAME : POLYGON PLAN 5-B NH - F2-GIRD Scale: 0.5462 ��?s 0 PROFFS / NGIN,� s�o WARNINGS: GENERAL NOTES,unless otherwise noted: �� .. r 2 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 Truss: F2-GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper 0 t! 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibioty of the building designer. DES. BY: BS 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom ass to be laterally braced at 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 DATE: 7/11/2014 the overall structure Is the responsible of the buildingdesigner. continuous sheathing such as plywood shoed whereTC)and/or drywali(BC), ' responsibility g 3.2x Impact bridging or lateral bracing required shown+s . 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. Q SEQ. : 5992810 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, OREGON design loads be applied to any component. and are for 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 as supports shown.Shim or wedge If Q '9Y 14 201 4� fabrication,handing,shipment and Installation of components. necessary. /1 ,i5, 6.This design Is furnished subject to the limitation set forth 7.8.Designlates shall be assumes adequateodon bothfaces drainage is f truss,and MF p.�I`� eir center III II 11II VIII III I I III IIID III)IIII IIII MTe SAnInC./COinpuT 9 SOfSCSI,copies of wl6ch twafe 7.6.6(1 L)E ll be furnished upon request. U For basic Digitcoincide I dilate with sof pllat doint n tin values ESR-1311,ESRd so-1988 g66(MITeW r7 EXPIRES:12/31/2015 L. IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 8.9' 'COND. 2: Design checked for net(-5 osfi uplift at 24 'oc spacing.' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12'0C. 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,CNI8 (or no prefix) = CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL = 25 PSF Ground Snow (Pg) M,M2OHS,M18HS,M16 = MiTek MT series load duration factor=1.6, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. AEOUIREMENTS OF I8C 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for 4-04-07 complete specifications. 4-04-08 1' T 1212 6.005' Q 6.00 i i M-4x4 3 • fI I N- 0 0 0 N 4 M M O O O 0 1 /////////////////////////////// // 0 0 M-3x4 M-3x4 J. 1, 1, 0-10 8-08-15 .13 PROpe JOB NAME: POLYGON PLAN 5-B NH - G1 Scale: 0.6079 gD•' GN xs s/0�l WARNINGS: GENERAL NOTES,unless otherwise noted: /� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual - 0 0 r Truss an: G • Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+• incorporation of component Is the responsibilty of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al DES. BY: BS is the responsibility of the erector.Additional permanent bracing of T o.e.and at 10'o.c.respsuch tively unless braced throughout their length by po y P continuous sheathing such as plywood sheathing(TO)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+. OREGON G �Uj� 4.Na load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. - 'y . SEQ. : 5 992811 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, G V 1 design loads be applied to any component. and are for'dry condition'of use. /Q 4 y [�., 20 A 4 6.Design assumes tun bearing at all supports shown.Shim or wedge if TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the necesse MSR R�L)- fabrication,handling,shipment end Installation of components. 7.Design sumes adequate drainage Is provided. 6.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center .... . ncide with joint center fines. IIIIII VIII VIII VIII 11111111 MTiTPek USA,inc.CA In SI,copies of/CompUTfus which Software furnished 6.6(1 L)-E request. 19.0 Forribalines a indicate ectorof plate design vaate In lues see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer PACIFIC LUMBER-BC p input by LUMBER SPECIFICATIONS IC: 2x4 KDDF 818BTR TRUSS SPAN 5'• 3.0' BC: 2x4 KDDF H18BTA LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WJ1/DDF(Cq=1,p0 SPACED 24.0. O.C. 1-2=( 0) 42 2-40(0) 0 TC LATERAL SUPPORT <= 12'OC. UON. 2.3=(-63 29 BC LATERAL SUPPORT <= 12'0C. MON, LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA OVERHANGS: 14.2' 0.0' DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. TOTAL LOAD = 42.0 PSF 0'- 0.0' -77/ 404V 0( 66H 5.50' 0.65 KDFP ( 625) (SPECIES) Connector plate prefix designators) = Com 5'- 0.2' 0/ 64V 0/ OH 5,50' 0.10 KDDF 625 C,CN,C18,C 18 (Sr no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 5'- 0.2' 50/ 140V4 0/ OH 1.50' 0.22 KDDF ( 625 it,M20HS,M18HS,M16 = uiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. LCOND. 2'• Design 21118 d for nett 5 osfl Dlift at 4 0 =aacin9.l BOTTOM CHORD CHECKED FOR 10PSF DS ACTLIVENONLOAD. TOP CONCURRENTLY, VERTICAL DEFLECTION LIMITS: LL=L/240, llowed80 MAX TLMAX 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' 12 MAX HORIZ. LL DEFL = -0.000' @ 5'- 2.2' 4.00 MAX HORIZ. TL DEFL = •0.000' @ 5'- 2.2' 3 ->' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19R AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting A system and components and cladding criteria. Wind: 140 mph, h=20ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, LC) (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads o in the plane of the truss only. M-3x4 N ,n r� 03 o p` l______________________-- ------72 4 x i' y 1-02-04 (PID F I B AKIN • ts•z,4„3J 5-03 y ROV JOB NAME: POLYGON PLAN 5-6 NH - G3 do PROF Scale: 0.7536 ����NGINE S'j WARNINGS: GENERAL NOTES,unless otherwise noted: / Truss: G3 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 • G pE ci 2 and Warnings before construction commences. building component.Applicability of design parameters and proper �' r7K Ir�, 17 2.2s4 compression web bracing must be installed where shown+, incorporation of component is the responsibiity of the building designer. f 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'c.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 building designer. 3.atImpact continuous sheathing such as plywood required in ere shown and/ordrywal C). - S EQ. . 5992812 ill 4.No load should be appied to any component until after all bracing and 4.Installatinbof trtnns is theor er sponsiral bility f the respeie ontractor. �� fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �y A_.OREGON TRANS I D• 403334 design loads be applied to any omponent, and are for"dry condition'of use. 7 a C(/ S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if i0 9j! 14,.2.°'\ ca�� fabrication,handing,shipment and Installation of components. 7.necessary. p TO I III VIII 11111 11111 VIII 11111 VIII IIII III) 6.This design is furnished subject to the Irritations set forth by e,tines nshall be thdassumes uoneb lir nes.of Wss sand placed so their center Libk. TPNWiCA In BCSI,copies of which will be furnished upon request. lines hallcoincide with joint Doter Ines. �`b.R I l- MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.Parrlbasicconnecor platete in design values see ESR-1311,ESR-1986(MRek) EXPIRES:12/31/2015 This design prepared from computer input by IIIIIIIIIII�II PACIFIC LUMBER-BC TRUSS SPAN 5'- 3.0' tCOND. 2: Design checked for net(-5 psf1 uplift at 24 'oc spacing.) LUMBERSPECIFICATIONSLOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC:: 2x4 )(IMF 41&BTR1&BTR BC: 2x4 KDDF BTR SPACED 24.0. O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. O LOADING Design conforms to main windtorce•resisting TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: ?40lmph! holStt, TCDLe4.2,BCO2,6.O, ASCEM7-10,Dir), C,CN,C18,CN18 (or 16 no iTprefix) = riesuTrus, Inc LL = 25 PSF Ground Snow (Pg) (load duration factor=1.6, M,M20NS,M16HS, 16 = MiTek MT series Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall VON. BOTTOM CHORD CHECKED FOR 10PSF LIOE LOAD. TOP M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 12 4.00 3 > Lc" 0 _..........iiiiiiiiill 0 N 2 r,_ c:, irglggIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII M-3x4 y y y 1-02-04 5-03 n PRO AO G N Fess( JOB NAME: POLYGON PLAN 5-B NH - G2 Scale: 0.7726 �c N r 0GENERAL NOTES,unless otherwise noted: 44I •(��; 9� WARNINGS: design2 G2 1.and endn erection construction onstruct on co be advised of all General Notes 1.buildii mponent.Applicability of parametersesig P parameters proper Individual T r u s S' an compressonwe consW mu commences. Incorporation of component is the responsiblity of the building designer. ® 2.2x4 compression web bradng moat be Installed where shown+. 2.Design assumes the top and bottom chords to be lateraly braced at 3.Additional temporary bredng to Insure stabltty during construction2'0.c.an at 10'o.e.respectivey unless braced throughout their len QIh by `tea. . �l�", DES. BY: BS is the responsibiaty of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OREGON �!' DATE: 7/11/2014 the overall stmdure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown u• t 4.No toed should be appied to any component until after all bradng and 4.5.Desi n 00 of tress as the sses ere to be used Inof ta non•ccorrosive environment,SEQ. : 5 992813 fasteners are complete and at no true should any loads greater than and arefor-dry conditlon'of use. `� y y 4.., Z��� design loads be applied to any component. 6.Design assumes NII bearing at all supports shown.Shim or wedge If11/ 'R.R I�� TRANS I D' 403334 5.CompuTrus has no control over and assumes no responslblllty for the necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is Provided. 6.This design Is furnished subject to the imitations set forth by B.Plates shall be located on both faces of truss,and placed so their center 111111 1101113 11111 11111 11111 1111 IIII nBCS,copies of which will berrnished upon request. M Te SAo s )-E 9. Indicate slaFFor basic otectorpte design values see ESR-1311,ESR-lees(MRek) EXPI RES:12/31/2015 ' IIIIIIII IHI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 1.5' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 1/1&BTR LOAD DURATION INCREASE = 1.15 1-2.(-94) ( ) 58 2.4= -233 79 1-4= 44 ( ) 166 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2-3=(-10) 4 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12.00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -34/ 292V -30/ 80H 4.00' 0.47 KDDF 625 KW ( 625) Connector plate prefix designators: 7'- 1.5' -37/ 307V 0/ OH 5.50' 0.49 K C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net l•5 psfl uplift at 24 'oc spacinjj.l REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.152' @ 3'- 5.5' Allowed = 0.408' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX 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 0-05-12 MAX HORIZ. TL DEFL = 0.000' @ 6'- 7.7' T 12 DESIGN ASSUMES MOISTURE CONTENT DOES 4.00 D 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=l.6, = Truss designed for wind loads 1 in the plane of the truss only. in 0 CV N. cm,,- 4 c ,PF I 0 1�� --4 M-3x4 M-1.5x4 y y 1- 6-07-12 0-05-12 y /- 7-01-08 JOB NAME: POLYGON PLAN 5-B NH - G4 Scale: 0.5566 '� NGPN0Ae.„ WARNINGS: GENERAL NOTES,unless otherwise noted: 1/ ,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� It ry;, E. _O17 Truss: G4 and Warnings before construction commences. building component.Applicability of design parameters and proper 7 LL f 2.2x4 compression web bracing must be installed whore shown.. Incorporation of component is the responsidfy of the building designer. 2.Design assumes the top end bottom chords to be laterallybraced at DES. BY: BS 3.AddltloneltemporarybredngtoInsurestedsyduringeonsWctlon / Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.such tvey unless braced throughout their length by DATE: 7/11/2014 responsibilitybuilding 9 continuous sheathing such as plywood sheath n and/or drywetl(BC). `14•x•., the overall structure Is the of the designer. 3.24 Impact bridging or lateral bracing required where shown 4.* 4.No load should be spoked to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON t S EQ. : 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, �` p, �C/ design loads be applied to any component and are for'Thy condition'of use. '� '` TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsib Gy for the 6.Design assumes full bearing at all supports shown.Shim or wedge If �p q y 14, 20l�t�-F' fabrication,handling,shipment and installation of components. Design assumes. MFRR I L•�''V 6.This design is furnished subject to the Irritations set forthe.Plates hallblcaed one oth fac e I o usse IIIIII IIIII IIIA II II IIIII IIIII I III IIIIIIII by 6.Plates shall be located on both faces of truss,and placed so their center TPUWTCA in SCSI,copies of which will be furnished upon request, lines eolndde with Joint center Ones. 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-1966(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 1.5' (COND. 2: Desian checked for nett-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 #1&BTR SPACED 24.0' O.C. NOT EXCEED 19°s AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12'OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12'0C. 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: 140mphh=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M2OHS,MI8HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) load duration factor=l.8, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 2 -,, 4.0017 u7 0 . 1111111111 0 N 1 o� 4r' 31111111111111111111111111111111111111111 3 M-3x4 3, ; 5-01-08 JOB NAME : POLYGON PLAN 5-6 NH - G5 Scale: 0.8258 ej�- GINE- R s� WARNINGS: GENERAL NOTES,unless otherwise noted: 451- ,([I 2'� 1.Builder and erection contrador should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual 92®1 E l and Warnings before construction commences. building component Applicability of design parameters and proper /Truss: G5Incorporation of component is the responsibility of the building designer. . 2.2x4 compression web bracing must be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at --. 3.Additional temporary bracing to insure stability during construction 2'o.c,and at 10'o.s.respectively unless braced throughout their len�th by DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheatNng(rC)and/or drywall C). /'-e': WOW DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ` Q SEQ. : 5992815 4.No load should be applied to any component until after all bracing and 4.Installation of truss la the responsibility of the respective contractor. - A OREGON ct, fasteners ere complete and al no time should any loads greater then 5.Design assumes trusses are to be used in a non-corrosive environment, k V - :Zola�� design loads be applied to any component. and are for"dry condition"of use. A TRANS I D: 403 334 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 Q 14, VP fabrication,handling,shipment and installation of components. necessary. V g P P 7.ODesignsis assumes adequate drainage Is provided. ��R�L,' 6.This design is furnished subject to the Battalions set forth by 8.Plates shall be located on both laces of truss,and placed so their center IIIIII II I IIID VIII VIII VIII VIII IIII IIII TPINVICA in SCSI,copies of which will furnished upon request. lines coincide withjointof plate Ines. P ( ) 9.For Digits centerintIn esInes. EXPIRES:12/31/2015 MiTek USA,Inc./CompuTrus UTrus Software 7.6.6 1L-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) IIIIIIIIIIII This design prepared from computer input by • PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'• 10.9' IBC 2012 MAX MEMBER FORCES 4WA/DDF/Cq=1.00 TC: 2x4 KDDF 1/16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF N168TA SPACED 24.0' 0.C. 1•2=( 0) 50 2-8=(0) 0 2.3=(-366) 181 TC LATERAL SUPPORT <= 12'0C. UON. LOADING 3.4=�-189) 116 BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4-5=(-189) 85 DL ON BOTTOM CHORD = 10.0 PSF 5.8=(•105) 55 OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 6.7=( -42) 19 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SD.IN. 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 KD(SPECIES) REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. 5'- 9.2' 0/ 67V 0/ OH 5.50' 0.11 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 5'- 11.2' -169/ 346V 0/ OH 1.50' 0.44 KDDF 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3'- 11.2' -118/ 231V 0/ OH 1.50' 0.30 KDDF 625 13'- 11.2' -134/ 272V 0/ OH 1.50' 0.35 KDDF 6251 17'- 11.2' •107/ 214V 0/ OH 1.50' 0.27 KDDF ( 625) 19'- 10.9' -16/ 33V 0/ OH 1.50' 0.05 KDDF ( 625) ICOND. 2: Design checked for net(-5 osf) uplift at 24 'oc spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7-09-12 12-01-03 T ( MAX LL DEFL = 0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = -0.031' @ 2'• 11.9' Allowed = 0.397' MAX TO PANEL TL DEFL = -0.051' @ 2'- 11.9' Allowed = 0.596' f 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'e AT TIME OF MANUFACTURE. 12 5 6.00[7' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4,2,BCDL=6.0, ASCE 7.10 0 (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(DIr) , load duration factor=1,6, Truss designed for wind loads M-3x6(S) c in the plane of the truss only. 0 PQ' 3 ) el 0 f- 4-1 0,- 1.0111111 0 8a -f M-3x4 J, ). k y 0-10 6-00 13-10-15 )PROVIDF FU I RFARINry It<' 8 9 4 5 6 7) JOB NAME : POLYGON PLAN 5-B NH - J10 , Scale: 0.2814 �GR5GINEFF0.-, WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end Is for en Individual � Truss: J10 end Warnings before construction commences, building component.Applicability of design parameters and proper d9 a �� �� 0 E �' 2.2s4 compression temporary web bracing must be stability where shown., Incorporation of component Is the m chords to of the building designer. �� DES. BY: BS 3.Additional bradng to Insure stebiity during construction 2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility o1 the erector.Additional permanent bracing of 2'o.c.and at 10'c.c. a respectively unless braced throughout their length by DATE: 7/11/2014 the overall structure Is the responsibility of the building designee continuous sheathing such as plywood sheet when C)and/or drywalk6C. `T 4��' 3. d/2. or dbridging componentlation of truss Is the responsibility of the respective contractor. SEQ. : 5992816 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, yL OREGON 40 TRANS I D: 403334 design loads be applied to any component. end ate for dry condition'of use. CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If �O '9 y 14 200 5.CempuT �4 t. � fabrication,handling,shipment and installation of components. necessary, provided.s n 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be locatn assumes ed on both laces)of truss,and placed so their center � R AIL. L�' III II ILII II II VIII VIII 11111 DM IIII IIII TPI/WTCA In SCSI,copies of which will furnished upon request, ones coincide with joint center Noes. • 9size of late in inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E in.Perrits b scate ici connector plate design values see ESR-1311,ESR-1988(MITok) EXPIRES:12/31/2015 11111111 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 6168TR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2-7=(0) 0 SPACED 24.0' 0.C. 2-3=(•327) 162 BC: 2x4 KDDF p16BTR 3.4=(-220) 97 LOADING 4-5=(-154) 70 TC LATERAL SUPPORT<= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5.6=( -69) 32 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0' 0.0' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED ORG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, inc 0'• 0.0' -23/ 352V -69/ 30tH 5.50' 0.56 KDDF 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2' 0/ 67V 0/ OH 5.50' 0.11 KDDF 625 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2' -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: Desicn 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' 10-01-15 MAX TL CREEP DEFL = -0.001' @ 0'•-10.0' Allowed = 0.111' 7-09-12 MAX TO PANEL LL DEFL = 0.030' 6 3'- 7.4' Allowed = 0.397' MAX IC 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 NOT EXCEED 19%AT TIME OF MANUFACTURE. 5 Design conforms to main windforce•resisting 12 system and components and cladding criteria. 6.00 Wind: 140 mphh=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads yr c) in the plane of the truss only. M 3x6(S) 11: co 3 c+) 0 4 1 044 0 M-3x4 1, ), y y 0-10 6-00 11-11-11 (PROVIDE FULL BEARINGN1st3.7.3.4.5.6I JOB NAME: POLYGON PLAN 5-6 NH - J9 Scale: 0.3077 ,;0 t4GNE. R 0.3077V,;0 WARNINGS: GENERAL NOTES,unless otherwise noted: 1 1.Builder and erection contractor should be advised of all General Notes 1,This design Is based only upon the parameters shown and Is for an Individual Cr 1,g2s. E ..r Truss: J 9and Warnings before construction commences, building component.Applicabilityof design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsidity of the building designer. ��� 3.Additional temporary bracing to Insure stedG dodo construction 2.Design assumes the top and bottom chords to be lateraily braced at i>o rY ry 0 2'o.c.and at 10'o.c.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/ordrywaa(f3C). S - 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 ''II,, CC 4.No load should be applied to any component until after all bracing and 4.Installation of buss Is the responsibility of the respective contractor. _ f' SEQ. : 5992817 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 2 A�' design loads be applied to any component. and are for"dry condition'of use. /O '�y 14, O�wk 6.Design assumes NII bearing at all supports shown.Shim or wedge if 0P TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the necessa 47i1:110+ � fabrication,handling,shipment and installation of components. 7.Design sumes adequate drainage Is provided. rR 1`^`' 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located an both faces of truss,and placed so their center lines coincide with joint center hes. IIIIII II II VIII VIII VIII VIII VIII IIII IIIIPI/WTCA in BCSI,copies of whll be furnished upon MTITo USA.Ina/COn1puTrut ISO�ftware 7.6.6(1 L)E request. n inches. 0.FFu b sicicon ecoroplate des gn values see ESR-1311,ESR-1988(MITeW EXPIRES:12/31/2015 I OHMI This design prepared from computer input by ' PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7' IBC 2012 MAX MEMBER FORCES 4WAIDDF/Cq=1,00 TC: 2x4 KDDF It16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2-7=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0. O.C. 2.3=(-287) 142 TC LATERAL SUPPORT <= 12.00. UON. LOADING 3-4=(•184 79 BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5.6e) 108) 58 DL ON BOTTOM CHORD = 10.0 PSF 5.6=( -44) 20 OVERHANGS: 10,0' 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 Connector N,C8,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M209S,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'• 0.0' -23/ 353V -61/ 265H 5.50' 0.56 KDDF625 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'• 111 5'. .2' -162/ 343V 0/ OH 1 1.2' 0/ 67V 0/ OH .50'.50' 0.0.44 KDDF ( 625) 44 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 9'• 11.2' '119/ 239V 0/ OH 1.50' 0.31 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15'- 11.7' - 232V 0/ OH 1.50' 0.05 KDDF 625 15'• 11.7' -115/5/ 32V 0/ OH 1,50' 0.05 KDDF � 625i ICOND. 2: Design checked for net(•5 orf) 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' !I MAX HORIZ. LL DEFL = -0.004' @ 15'- 10.9' 5 MAX HORIZ. TL DEFL = -0.004' @ 15'• 10.9' DESNOTIGN NTENT DOES EXCEEDU119%ATES TIMEOF EOMANUFACTURE. 6.00 12 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCOL=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 c in the plane of the truss only. co 3 fi M O o 1 nrg_ 0 7 -, M-3x4 ), ), y y 0-10 6-00 9-11-11 )PROViD F I R ARIN L Its' 7 9 4 5 61 JOB NAME : POLYGON PLAN 5-B NH - J8 Scale: 0.3315 `(•,%cOPN �FS�,/O� WARNINGS: GENERAL NOTES,unless otherwise noted: 4L ��) r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only the parameters shown and is for an individual . / • le Truss: J 8 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 responsibilty of the building designer. DES. B Y: BS 3.Additional temporary bracing to Insure stebiity during construction 2.Design assumes the top end bottom chords to be laterally braced at / // Is the responsibility of the erector.Additional permanent bracing of 2'o.e.and at 10'o.c.respectively unless braced throughout their length by t. 'fie DATE: 7/11/2014 the overall structure is the responsibility of the building designoc continuous sheathing such as plywood required sheathing(TC)end/or drywall(BC). ,,r,�„ 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. It SEQ. : 5992818 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, OREGON (4' TRANS I D: 403334 design loads be applied to any component. and are for"dry condition'of use. L 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If �O -9Y 14, 2C)1- ��. fabrication,handling,shipment and Installation of components. necessary. L tf �� 6.This design is furnished subject to the 6rritatlons set forth 8.DesignPlates shall be assumes adequate one drainage Isfp truss.a �`•�rq R I�-�' 111111111101111111111 TPIIWTCA In BCSI,copies of which will be furnished upon request. 8.lines coincide with joint aster Inesg of truss,end placed so their center MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E es. 190.FForrlts basic ccoonnectorte size of platete in design values see ESR-1311,ESR-1988(MITA) EXPIRES:12/31/2015 . IIIIIIIIIIIIII 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 LOAD DURATION INCREASE = 1.15 1-2= 0) 42 2-6=(0) 0 BC: 2x4 KDDF H18BTR SPACED 24.0. O.C. 2.3= -246 122 BC: 2x4 KDDF g18BTR 3-4= -148) 61 LOADING 4-5=( -67) 31 IC LATERAL SUPPORT <= 12.00. UON. ) BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0 +DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0' 0.0' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -24/ 353V -53/ 231H 5.50' 0.57 KDDF 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2' 0/ 87V 0/ OH 5.50' 0.11 KDDF ( 625 M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2' -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 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICONO 2 Design checked for nett s osft uplift at 24 'oc spacing 1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'•-10.0' Allowed = 0.111' MAX TC PANEL LL DEFL = 0.031' @ 3'- 7.4' Allowed = 0.397' 5 MAX TC PANEL TL DEFL = -0.052' @ 2'- 11.9' Allowed = 0.596' i MAX HORIZ. LL DEFL = -0.003' @ 13'- 10.9' ht MAX HORIZ. TL DEFL = -0.003' @ 13'. 10.9' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 Design conforms to main windforce•resisting 6.00 4 system and components and cladding criteria. Wind: 140 mph h=22.7ft, TCOL=4.2,BCDL=6.0, ASCE 7-101 it All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), nod duration factor=l.6, Truss designed for wind loads d. in the plane of the truss only. 0 r- 3 i) m 0 of 1 -r' 0 M-3x4 i' J. y y 0-10 6-00 7-11-11 (PROVIDE FULL R AF RING4t=• 6 3 4 5) JOB NAME : POLYGON PLAN 5-B NH - J7 Scale: 0.3795 mac' GINS 5%0�7- WARNINGS: GENERAL NOTES,unless otherwise noted: ,� ,(�/ fp' 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 il 111"'E 1' Truss: J7 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bradng must be Installed where shown+• Incorporation of component Is the responsibitty of the building designer. 3.Additional temporary bradng to Insure stadsty during construction 2.Design assumes the top and bottom chords to be laterally braced at 4110"� DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.e.respectively unless braced throughout their length by � continuous sheathing such as plywood sheathing(TC)and/or drywan(n). /'. A DATE: 7/11/2014 the overall structure le the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ �+4 4.No load should be applied to any component until after all bradng and 4.Installation of truss Is the responsibility of the respective contractor. "jr A_ _ b SEQ. : 5992819 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 4- -sr y OREGON '� design loads be applied to any component and are for"dry condition'of use. Q 14 �y 6.Design assumes hill bearing at all supports shown.Shim or wedge If 0 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the necessaR R ILS fabrication,handing,shipment and installation of components. 7.Design sumes adequate drainage Is provided. 6.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located ppon both faces of truss,and placed so their center _. upon co 1111111011 VIII VIII 11111 11111 11111 IIII IIII MTITPINVTCA In BCSI,copies of USA.lnc./CompuTrus which Software 7.6.6(1 L)E request. 9. dde with joint center Ines. Ines sic 000 ectorof plate designlate In es see ESR-1311,ESR-1988(MITeq EXPIRES:12/31/2015 • JIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF #1&BTR TRUSS SPAN 11'• 11.7' BC: 2x4 KDDF g16BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX 1-2o( FORCES 4WA/DDF/Cq=1.00 SPACED 24.0' O.C. 1-2- 0) 42 2.6=(0) 0 TC LATERAL SUPPORT <= 12'OC. MON. 4-5n(•208 105 BC LATERAL SUPPORT<= 12'OC. MON. LOADING 3.4=(-102) 46 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4-5=( -38) 18 OVERHANGS: 10.0' 0.0' DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HOAZ BRG REQUIRED BOG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) C,CN,C18,C 18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) O'• 0.0' -23/ 352V 45/ 198H 5.50' 0.56 KDDF ( IES) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2' 0/ 56V 0/ OH 5.50' 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 11.2 5'- 11.2' -92/2/ 187V 0/ OH 1.50' 0.45 KDDF ( 625) 11'- 11.7' -19/ 146V 087V / OH 1. 50' 0.07 HOOF OH 1.50' 0.24 KDDF ( 625) BOTTOM 625IVE LOAD. TOP AND BOTTOM RCHORD CLIVE FLOADS PACTLNON"CONCURRENTLY. (CONQ. 2: Design check d for n t( 5 psfl uplift at ?4 arm, i^^ I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'••10.0' Allowed = 0.083' MAX TC PANEL MAX TL ELL DEFL = -0.030' @ 2 '- 11.9' Allowed = 0.397' 5 MAX TC PANEL TL DEFL = -0.050' @ 2'- 11.9' Allowed = 0.596' 01 MAX HORIZ. LL DEFL = -0.002' @ 11'- 10.9' MAX HORIZ. TL DEFL = -0.002' @ 11'- 10.9' 6.00 212 DESIGN ASSUMES MOISTURE CONTENT DOES 0 NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mphh=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=l.6, c Truss designed for wind loads in the plane of the truss only. 0ro M O O0- 1 0 6., M-3x4 .1, b J, 0-10 6-00 5-11-11 y h91W-EILLIMIKWILaJAAA JOB NAME : POLYGON PLAN 5-B NH - J6 oo PROF Scale: 0.4200 4,44C/*\' NelIN `4) WARNINGS: GENERAL NOTES,unless otherwise noted: / Truss: J 6 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 (� 0E end Warnings before construction commences. building component.Applicability of design parameters end proper - 9 2.2x4 compression web bracing must be Installed where shown.. incorporation of component is the responsibility of the building designer. DES. BY: BS 3.Addltlonei temporary bracing to Insure atebiaty during construction 2.Design assumes the top end bottom chords to be laterally braced at DATE' ] Is the responsibility of the erector.Additional permanent bracing of 2'a.c.and at 10'o.e.respectively unless braced throughout their length by // /11/2014 the overall structure is the responsibility of the building designer. continuous sheathing such es plywood aired In ere s and/or drywall(BC), '� SEQ. : 5992820 4.No load should be applied to any component until after all bracing and 4.I sta Installation bridging o°w s Is lateral he a bracing o sirony of the respectivereontractor. ,-",...:- DATE: are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In anon-corrosive environment, • TRANS I D' 403334 design loads be applied to any component, and are for dry condltlon"of use. "L A_OREGON 0, ((7 S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If /in '11' 14, 2C) b4 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate necessary. s p c f d 1111111111101111111111 8 TPiIwrcA in SCSI.This design Is copleasubject otwhleh will furnished forth by request. 8.Ines wine a t with Joint can err facesainage of truss,Ie and placed so their center �t q(�I 0 MITek USA,Inc./CompuTrus Software 7.6.6 1L-E 9.Digits Indicate size of plate In Inches. ( ) 10.For basic connector plate design values see ESR-1311,ESR-1688(MITek) EXPIRES:12/31/2015 This design prepared frper input by I�'IIIIIIIIIII PACIFIC LUMBER-BC TRUSS SPAN 9'- 11.7' IBC 2012 MAX MEMBEio.uttlF1i1D07;..1.1C5iitifoE....ts4m93 R/DDF/Cq=1.00 LUMBER SPECIFICATIONS )-2= 2 -5=(0) 0LOURATION NCREASE 12.3= 9TC: 2x4 (DDF qi& SPACED 24.0' O, 3-4= 4BC: 2x4 KDDF qt& LODINGTC LATERAL SUPPORT12'OC. URN. LL( 25.0) 7.0) OTOP CHOD32.0PSFBEARINGMAX VERTMAXHORZ 106:....t1i2w UIREDBOGAREABC LATERAL SUPPORT12'OC, URN. L ON BTTOM CHOD 10.0PSFLOCATIONSflEACTI0N5REACTIONSIN. (SPECIES)TOTAL LOD 42.0PSFp - 0.0' 22) 35OV 371166K6KDDF625)OVEflHANGS: 100.0' S.. g,2• 0/ 66V0/ ON1KDDF625Connector pplate px designators: 25 PSFround Sng) 5'- 11,2' 164/ 366V0/ OH7KDDF625C,CN,CI8,CN16 (orprefix) = ries rus, Inc LIMITED SGE DOESOT APPLTO THESPATIAL9'• 11,7' •45/ ROY0/ OH4KDDF625)M,M20HS,M18HS,M16iTek MT series REQUIREMEOF IBC 212 AND 12 NOTBEINGMET, ICOND. 2: Designcheckedfornetf•5osf) a4 '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•CONCUAflENTLY. MAX LL DEFL= 0.001' 9 0'•-10.0' Allowed 0.063' MAX TL CREEP DEFL = -0.001' 9 O'-•10.0' Allowed 0.111' MAX TC PANEL LL DEFL = 0.026' 9 3'- 4,9' Allowed 0,397' 4 _.,/ - MAX TC PANEL TL DEFL = -0,048' 9 2'- 11.9' Allowed = 0.596' MAX HORIZ. LL DEFL = -0,002' 9 9'- 10.9' '( MAX HORIZ. TL DEFL = •0.002' 9 9'- 10.9' 12 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=21,7ft, TCDL=4,2,BCDL=6,0, ASCE 7-101 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dlr), load duration factor=l.6, Truss designed for wind loads �( o in the plane of the truss only. U, co 0 0 i 0 5►� M-3x4 y J, 0-10 y 6-00 y 3-11-11 )PROVIDE FULL BEARING'Jts•2.L. 4) <<,$ GIN ,Fess/0 -. JOB NAME: POLYGON PLAN 5-6 NH - J5 Scale: D.4667 �5 e AA__ WARNINGS: GENERAL NOTES,unless othenvlse noted: 5? •��®0 E. -vim('. 1.Builder and erection contractor should be advised of all General Notes 1.This g design is based only upon the e pa smn ers shown add for on Individual Truss: J5 end Warnings before construction commences. incorporation of component Is the responsibmty of the building designer. . • 2.2x4 eo nai tempo web bredng must be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stabtety during construction 2'o.e.and st 10'o.c.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)andior dryweil(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 ��cc 4.No load should be applied to any component until atter all bracing and 4.Installation Dsti lis na n of bliss trusses are po be used of the respective contractor. o ctor.environment, tL�Q7,q y 14, �� SEQ• : 5992821 fasteners are complete and at no time should any bads greater than and ere for"dry conditionaof use. 2� design loads be applied to any component 6.Dedgn assumes fun bearing et all supports shown.Shim or wedge If OP, TRANS ID: 403334 s.CompuTrus has no control over and assumes no responsibility for the necessary. MFR R ILS- fabrication,handling,shipment and InsteRaUon of components. 7.Design assumes adequate drainage Is provided. 6.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I lilt VIII ILII lilt 11111 VIII 11111 MiiTek USA,InaSCompuTrus which So�ftware 7.6.6(1 L)-E request. O lines indicate ectoropleletdesigndval es see ESR-1311,ESR•1 nun(IiTek) EXP)RES:12/31/2015 I 1E1 11111 This design prepared from computer input by , PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7' IBC 2012 MAXMEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 1/16BTR LOAD DURATION INCREASE = 1.15 1.2= 0) 42 2.5= BC: 2x4 KDDF NTR SPACED 24.0' O.C. (0) 0 16B 2-3=(-126) 92 TC LATERAL SUPPORT <= 12'OC. UON. LOADING 3.4=( •64) 25 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 860 AREA OVERHANGS: 10.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) Connector plate prefix 0'- 0.0' -24/ 353V -29/ 135H 5.50' 0.57 NODE ( 625) C,CN,C18,CN18 (or no prefix) =designators: nus, Inc LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 67V 0/ OH 5.50' 0.11 KDDF 625 M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2' -142/ 337V 0/ OH 1.50' 0.43 KDDF ( 625) 7'- 11'7' REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. 13/ OV 0/ OH 1.50' 0.00 KDDF ( 625) BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP ICOND. 2: Design checked for nett-5 osfl 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' 6.00 MAX IC PANEL TL DEFL = -0.051' @ 2'• 11.9' Allowed = 0.596' 0MAX 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. orms to man wndforce- esisn i� system and esin fcomponentslandlcladdingrcriteria. Wind: 140 mphh=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(D�r), o load duration factor=1.6, d. Truss designed for wind loads in the plane of the truss only. 03 ( 1 c 0 JO o 5 11.----1 --,. M-3x4 y y ), .1- 0-10 6-00 (PROVIDE FU B ARING'Jto:2 5 3 4I 1-11-11 JOB NAME : POLYGON PLAN 5-B NH - J4 Scale: 0.5653 '�<:?1/4 Op, ss� WARNINGS: GENERAL NOTES,unless otherwise noted: 4c . J�;e E 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual �- L�( 7: Truss: J4 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+. Incorporason of compopantis the responsibioty of the building designer. j Additional temporary bracing to Insure stablity during construction DES. B Y: BS 2.Design lassumes the top and bottom chords to be laterally braced at 3. 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 plywoodsheathing(TC)and/or drywal C). s'r_.. A� DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required quiredaired where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibitity of the respective contractor. �` 4...OREGON JO SEQ. : 5992822 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are lobe used Inc non-corrosive environment. a TRANS I D: 403334 design loads be applied to any component, and ere tar"dry condition'of use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown,Shim or wedge If '9y .01 pp ty necessary. 0 14, 2P� fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. � 'R 'O- IIIIII II II VIII(IIII VIII(IIII VIII III IIII 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 TPIIwrCA In SCSI,copies of which will be furnished upon request. ones coincide with joint center lines. MITek USA,InC./CompUTfus Software 7.6.6(1L)-E 90.Digits rrlbasicconnector plate design values see ESR-1311,ESR-1968(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2.4=(0) 0 BC: 2x4 KDDF 111&BTR SPACED 24.0' 0.C. 2-3=(-96) 68 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 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) = CampuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICQND. 2: Design checked for net(-5 osfl uplift at 24 "ox spacing.) REQUIREMENTS OF IBC 2012 AND IflC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MCREEP 1 TO PANELLL DEFL= 0.079' @ 3'- MAX7.2' Allowed = 0.395' 5-11-11 MAX TC PANEL TL DEFL = -0.092' @ 3'- 4.8' Allowed = 0.593' T I" MAX HORIZ. LL DEFL= -0.001' @ 5'- 10.9' MAX HORIZ. TL DEFL = -0.001' @ 5'- 10.9'' 12 6.00 DESIGN CNTENT DOES 3 NOTEXCEEDU11998 ATES ITIME EOFOMANUFACTURE. 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 (All Heghts), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factorl.6 Truss designed for wind loads in the plane of the truss only. 0 0 m co 0,-. 4 9f- -, 1 4► 0 M-3x4 L. y y 0-10 (PROVIDE FULL BEARING:Jts:2.4.31 6-00 i) PRopes JOB NAME : POLYGON PLAN 5-B NH - J3 Scale: 0.5643 4j�� �GIJE slO WARNINGS: GENERAL NOTES,unless otherwise noted: - 41 /// -� 1.Builder and erection contractor should be advised of a8 General Notes 1.This design Is based only upon the parameters shown and Is for an Individual � _1[ and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: J 3 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responslbiaty of the building deslgner. • 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at .��„ 2'o.c.and at 10'o.c.respectivelyunless 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 drywali(BC). / "�•`' Cr 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 4.Na load should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. ,I_ �C/. SEQ. : 5992823 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, 9470-'7.1 +� "7q �'\� design loads be applied to any component. and are for"dry condition"of use. Q - y 1.4 .2 "k" TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 8'necessa assumes full bearing at all supports shown.Shim or wedge If Q` fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. `AR IL'' 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 1111113111111111 TPIANTCA in BCSI,copies of ) request. MTe USA,inc./CompuTrus Software 7.6.6(1L)E sindicateFraUbectoplte design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111111111This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WA/DDF/Cq=1,00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2.4=(0) 0 BC: 2x4 KDDF #188TR SPACED 24.0' 0.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 BRG REQUIRED BRG AREA OVERHANGS: 10.0' 0.0' DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -41/ 321V •14/ 73H 5.50' 0.51 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 10.9' -99/ 114V 0/ OH 1.50' 0.18 KDDF 625 6'- 0.0' 0/ 57V 0/ OH 5.50' 0.09 KDDF ( 625) C,CN,CI8,CNI8 (or no prefix) = CompuTrus, Inc N,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. !COND. 2: Design checked for net(-5 Psfl uplift at 24 'oc spacing,) BOTTOM CHORD CHECKED FOR tOPSF 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 0'••10,0' Allowed = 0.083' MAX TL 3-11-11 CREEP DEFL = •0.001' 0 0'••10.0' Allowed = 0.111' MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.078' T MAX TC PANEL LL DEFL = 0,012' 0 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' 6.0017MAX 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. jWind: 140 mph h=20.2ft, TCOL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factors1.6, Truss designed for wind loads c in the plane of the truss only. N CI 0 41 NM O c i ►� ►�4 -1 M-3x4 y 0-10 y [PROVIDE FU B ARING e,j., t.• 41 6-00 y JOB NAME : POLYGON PLAN 5-B NH - J2 oPROF Scale: 0.6394 �����NGIN 0�O WARNINGS: GENERAL NOTES,unless otherwise noted: 1,•e E rf 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 r75( �T r. Truss: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2u4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. DES. B Y: BS 3.Additional temporary bracing to insure stalky during construction 2.Design assumes the top and bottom chords to be lateraly braced at Is the responsibility of the erector.Additional permanent bracing of 2'e.e.and et 10'o.c.respectively unless braced throughout their length by cDATE: 7/11/2014 the overall structure Is the responsibility of the buildingdesigner. 20 impact sheathing such as bracing required e su red where s own+drywall 8C, `fie 0� 0 4.to Imyaio bodgus or tee respredngity of the 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. SEQ. : 5992824 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, �� A-OREGON b !(� iN TRANS I D• 403334 design loads be applied to any component and are for"dry condition"of use. 7 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If <O '9y 14 ,ZO1. 4 fabrication,handling,shipment end Installation of components. necessary. L� �1y 6.This design Is furnished subject to the imitations set forth 7.Design assumes adequate drainage is provided. �`�R R I�," eir center 111111111111111111 VM Tek USA,CA nIncSCompuTrus SoitwareI,copies of which will be 1urnished upon7.6.6(1L)-E request. o.lines Indica c ene c erof plth joint ate I8.Plates shall be located on n incn hes.h faces see ESR-13truss,and 11,ESRaced so'1898(MITek) EXPIRES:12/31/2015 This design prepared from computer input by IIIIIIIIIIIIII PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MX MEMBER FORCES WRDDF/Cq=1.00 LOAD DURATION INCREASE = 1,15 1-2- 42 -4 (0) 0 TC: 2x4 KDDF k16BTR SPACED 24.0' O.C. -3=i35; 40 BC: 2x4 KDDF R1&BTA TC LATERAL SUPPORT <= 12'OC. URN. LOADING BEARING MAX VERT i::oii:1i:u1:EDli1ilN AREBflEA BC LATERAL SUPPORT <= 12.00. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS EIOS E O,IN. (SPCS) DL ON BOTTOM CLOAD 10,0 PSF LII! 49/ 263V 1 4H 50' .42 KDDF 5)OVERHANGS: 1D.0' 0.0' TAL LOAD = 42.0PSF1'- 10,9 108190V1H50' .14KDDF5Connector pplate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' o/ 48V / H50' .08KDDF5C,CN,CI8,CN18 (or no prefix) = ompuTrus, Inc M,M2OHS,MIBHS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL )GOND. 2: Design checkedfornettosf) uoiftat24 'onspacing.!REQIREMENTSOF IBC 2012 AND IAC 2012 NOT BEING MET. VERTICALDEFLECTIONLITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.001. 9 0'--10.0' Allowed = 0.083' 1.11-11 AND BrO�TTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001' 9 O'--10.0' Allowed = 0.111' MAX TC PANEL LL DEFL = 0.001' 9 1'- 0,0' Allowed = 0.097' MAX TC PANEL TL DEFL = -0.003' 9 1'- 1.5' Allowed = 0.145' MAX BC PANEL LL DEFL = 0.005' 9 2'- 8.6' Allowed 0.250' 12 MAX BC PANEL TL DEFL = -0.020' 9 3'- 3,B' Allowed = 0.333' 6.00 MAX HOflIZ. LL DEFL = -0.000' @ 1'- 10.9' MAX HORIZ. TL DEFL = 0,000. 9 1'- 10.9' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19&AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria, 3 � Wind: 140 mpht h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(DLr), load duration factor=l.6, Truss designed for wind loads '' in the plane of the truss only. c of v ►��4 ,, cf i ►�� M-3x4 y y y 0-10 (PROVIDE FULL BEARING:Jts:2.3.4) 6-00 JOB NAME : POLYGON PLAN 5-B NH - J1 GI Scale: 0.7144 `5�e GPN ' `r/p fr WARNINGS: GENERAL NOTES,unless otherwise noted: W� ,({,i 2q 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 '� `J LLL®A E Truss: J 1and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracingto Insure stable during construction 2.Design assumes the top and bottom chords to be laterally braced at ty 9 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. BY: BS Is the responsibility of erector.Additionalpermanent bracing ofla s'"�' - po ty continuous sheathing such as plywood sheathing(TC)and/or drywall 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++ -fs OREGON b Uj' 4.No load should be app:ed to any component until after as bracing and 4.Instatlatlon of Wss is the responsibility of the respective contractor. A_ �. S E 0. . 5992825 fasteners are complete end at no time should any bads greater than 5.Design assumes trusses are to ba used In a noncorrosive environment L '� design loads be applied to any component, end are for"dry condition'of use. �O �]✓ 14 2� B.Design assumes fug bearing at all supports shown.Shim or wedge If TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the necessary. MFR R I<L fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111 VIII VIII VIII 11311111 III)(III which request coincidelinesindicate plate MIITek USA,Inc./CompuTrus Software 7.6.6(1L)-E onnectorr plate design values see ESR-1311.ESR-1988(Wok) EXPIRES:12/31/2015 VIII[VIIIA This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS IBC 2012 MAX MEMBER FORCES 4WA/DDF/Cq=1.00 KDDF g1h8TR TRUSS SPAN 13'- 11.7' BC: 2x4 KDDF 11168Tfl LOAD DURATION INCREASE = 1.15 1- 2=( 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 TC LATERAL SUPPORT <= 12'OC. UON. LOADING 4- 5=(•153) 105 3-67 3 9= ( 308) 164 BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 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 BUG AREA Connector plate designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Conner 8,CN18 (or prefixno prefix) = CompuTrus, Inc 0'- 0.0' -29/ 351V -53/ 231H 5.50' 0.56 KDDF ( 625) M,M20HS,M18HS,M16 = Mprek 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 IRC 2012 NOT BEING MET. 5'- 10.9' -120/ 259V 0/ OH 1.50' 0.33 KDDF ( 625 9'- 10.9' -137/ 286V 0/ OH 1.50' 0.37 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'• 11.7' -50/ 106V 0/ OH 1.50' 0.17 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. [COND. 2: Design checked for net(-5 osf) uplift at 24 'oc spacing,) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10,0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111' MAX LL DEFL = 0.008' @ 2'- 3.8' Allowed = 0.254' 13-11-11 MAX TL CREEP DEFL = -0.015' @ 2'- 3.8' Allowed = 0.339' • 4 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, TCOL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co load duration factor=1.6, o 0 Truss designed for wind loads o in the plane of the truss only. M-4x6 �D c. M-3x4 �00 __111111111"� = o o .r''•�3L M 3x4 9 MINIMEM 4 o 4 o 8 N O cv M-3x4 M-1.5x4 N )' y i- /. 2-03-12 2-10-08 0-09-12 y y y 3. 0-10 2-05-08 ,, , 11-06-03 y 6-00 7-11-11 [PROVIDE FULL BEARING:Jts:2,9,4,5,6[ JOB NAME: POLYGON PLAN 5-B NH - J7C Scale: 0.3025 %\ GINfifiFss/ WARNINGS: GENERAL NOTES,unless otherwise noted: C. - /// '7 �� /� 1.Builder and erection contractor should be advised doll General Notes 1.This design is based only upon the parameters shown and is for an individual g[ "9' Truss: J 7C and Warnings before construction commences. building component.Applicability of design parameters and proper E 2.2x4 compression web bracing must be Installed where shown , incorporation of component Is the responsidiry of the building designer. �X DES. BY: BS 3.Additional temporary bracing to Insure stediy during construction2.Design assumes the top and bottom chords to be lateraty braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.s.respectively unless braced throughout their length by DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)and/or drywan(BC). fry„ '� po h' 9 g 3.2x Impact bridging or lateral bracing required where shown.... 01 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. Ct.' SEQ. : 5992826 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 9_ A OREGON tu TRANS I D• 403334 design loads be applied to any component and are for"dry condition"of use. 7 S 5.CompuTrus heli no control over and assumes no responsibility for the 6.Design assumes fug bearing at all supports shown.Shim or wedge if <O "1y 14 '201 - fabricetion,handling,shipment and installation of components. necessary. 01y, 6.This design is famished subject to the Irritations set forth 7.Design assumes adequate drainage Is truss,a. /1,4 „ n �� 11$111$11111111111111 TPIIWTCA in SCSI,copies of which will be furnished upon quest. 8.Ines coincide with Jolates shall be int center on both9of end placed so their center rl Mitek USA,Inc./CompuTrus Software+7,6.6(1 L)•E e in inches. 10.For ibasic ts iconnector picate size of ateldesign values see ESR-1311,ESR-1988(Mtlek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SP:i CIFICATIONS TRUSS SPAN 9'- 11.7' IBC 2012 MAX MEMBER FORCES 4WA/DDF/Cq=1,00 TC: 2x4 KDDF p1LBTA LOAD DURATION INCREASE s 1,15 1. 2=( 0) 42 2. 8=(-102) 178 8- 7=( 0) 18 BC: 2x4 KDDF p1&BTR SPACED 24,0' O,C, 2. 3°(•245) 43 7- 9s(-165) 278 7- 3=( O1 49 WEBS: 2x4 KDDF STAND 3. 4°1.213 71 3- 9° -289) 171 LOADING 4. 5°(-155) 77 TC LATERAL SUPPORT <o 12'OC, 009. LL( 25,0)+DL( 7.0) ON TOP CHORD- 32,0 PSF 5. 6= •101) 0 BC LATERAL SUPPORT <= 12'OC, UON, DL ON BOTTOM CHORD = 10,0 PSF TOTAL LOAD- 42,0 PSF 1711r1DTT: MAX VERT MAX HOAZ BRG REQUIRED BOG AREA OVERHANGS: 10.0' 24.0' LL ° 25 PSF Ground Snow (Pg) REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) Connector pplate prefix designators: 27135639/ 2155,50' 0.57KDDF ( 625),CN,CI8,CN18 (ornoprefi ) °CompuTrus, Inc LIMITED STORAGE DOES NOT APLY DUE TO THESPATIAL0/ 122 / O5,50' 0.20KDDF625M,M2OHS,M18HS, 16sMiTekTseries REQUIREMENTS OF IBC 2012 ANIAC 2012 NOTBEING MET. -136/ 299 / O1.50' 0,38KDDF625-183/ 405O/ O1,50' 0,52KDDF ( 625)BOTTOM CHORD CHECKED FOR IOSFLIVE LOAD, TOPRD (TT11-11-11 TL CREEP DEFL s -0.048' @ 11'- 11,7' Allowed s 0,267' MAX HORIZ, LL DEFL s •0.007' @ 5'• 2,3' f MAX HORIZ. TL DEFL 0,009' @ 5'- 2.3' DESIGN ASSUMES MOISTURE CONTENT DOES 12 NOT EXCEED 19%AT TIME OF MANUFACTURE, 6.00 y Design conforms to main windforce-resisting system and components and cladding criteria, Wind: 140 mpph ho22,2ft, TCDL-4.2,BCDLs6,0, ASCE 7.10, c (All Heights), Enclosed, 0at,2, Exp,B, MWFRS(Dir), c load duration factor=l,6 Truss designed for wind loads c in the plane of the truss only, f: M-4x6 4c` M 3x4 ��8 - o o 9 - c _ M-3x4 M-1.5x4 N 8 0 M-3x4 1, /, J, /, 2-03-12 2-10-08 0-09-12 ), /, )- /, 0-10,, 2-05-08 , 9-06-03 ), 6-00 5-11-11 (PROVIDE FULL BEARING:Jts:2,9,4.51 scale: 0.3429 �5��_,�GpN ; `Syp JOB NAME : POLYGON PLAN 5-B NH - J60 / / WARNINGS: GENERAL NOTES,unless otherwise noted: 44,4 ii�,(�r -1E �9 1.Builder and erection contrador should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual '� ```��1 $® � Truss: J 6 C end Warnings before construction commences. building component Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. // 3.Additional temporary bracingto Insure stabil during construction 2.Design assumes the top and bottom chords to be laterally braced at � , Po stability 9 2'o.c.and at 10'o.c.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(C)and/or drywall( i'_, DATE: 7/11/2014 the overall structure la the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON lZ 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. : 5992827 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used ina non-corrosive environment, design loads be applied to any component and are for"dry condition'of use. �`��'�y 14, :no Q`1- 6.Design assumes full bearing at all supports shown.Shim or wedge if (b TRANS ID: 403334 5.CompuTrus has no control over and assumes no responsibility nents for the necesse til �' � fabdeatlon,handling,shipment and Installation of components. 7.Design sumes 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 c IIIIII VIII VIII IIID VIII VIII VIII IIII IIII kCA In Swhich )n questr b sicelsith joint center Ines. TeUSA,Inc./CompuTrus o Software+7.6.(1LE 0FIla of plate �o � rplte design values see ESR-1311,ESR-1888(MITek) EXPIRES:12/31/2015 ` VIII)kill 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 Mt&BTR LOAD DURATION INCREASE = 1.15 1.2- 0) 42 2.7= 69 178 7.6= 0) 18 BC: 2x4 KDDF 41&BTR SPACED 24.0' O.C. 2.3=(-245 43 6-80(-114) 278 6-3=)) 0) 49 WEBS: 2x4 KDDF STAND 3-4.(-153) 71 3.8=(-289 1118 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 BRG REQUIRED BOG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'• 0.0' -27/ 347V -37/ 166H 5.50' 0.55 KDDF 625) (or no prefix) = CompuTrus, Inc 5'- 2.3' 0/ 122V 0/ OH 5.50' 0.20 KDDF ) 625) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 10,9' -138/ 301V 0/ OH 1.50' 0.39 KDDF 625 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 nett-5 psi) 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' T ' MAX HORIZ. TL DEFL = 0.009' @ 5'- 2.3' f -/ DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 %) Design conforms to main windforce-resisting 6.0017 system and components and cladding criteria. Wind: 140 mph, h=21,7ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), • load duration factor=l.6, c Truss designed for wind loads v r) 8. in the plane of the truss only. 0 U; 41- M-4x6 M-4x6 D 0 ri_ m 8 o WillIIIIIIiMAm M-3x4 M-1.5x4 c c M-3x4 M-3x4 y y 1, y 2-03-12 2-10-08 0-09-12 y y y y 0-10 y 2-05-08 7-p6-03 y 6-00 3-11-11 'PROVIDE FULL BEARING:Jts;2,8,4,51 JOB NAME : POLYGON PLAN 5-B NH - J5C Scale: 0.3783 <<"Vs NT% ')/ E�0..0 WARNINGS: GENERAL NOTES,unless otherwise noted: / �fi1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for en Individual :Cts . h e O l Truss: J5C and Warnings before construction commences. building component.Applicability of design parameters and proper 77 LLLL 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the reaponslblity 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 or the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywali(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 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON CoSEQ. : 5992828 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, • design loads be applied to any component and are for"dry condition"of use. '9)' �if 1 4- 14. � 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 y 4, 2 - labdeallon,handling,shipment and Installation of components. necessary. 'iQ`. 7.Design assumes adequate drainage Is provided. r V 6.This design Is furnished subject to the irritations set forth by 8.Plates shall be located on both feces of truss,and placed so their center `A R 4--� ch lines e with int center Ines. I(VIII II II('III II II VIII II I VIII'III'IIIMTe USA,inCl/WICA in S/Compulrus I,copies of 'Software+7 6.(1 L)-Eequesill be furnished upon l. 10.For basic cod nectoroplate design values see ESR-1311,ESR-1988(MITek) a.Digits indicate size of plate In Inches. EXPIRES:12/31/2015 INA 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#188TR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2.7=( -84) 228 7-6=( 0) 18 BC: 2x4 KDDF N18BTR SPACED 24.0' O.C. 2-3.(-297) 65 6-B=(-138) 358 6.3= 0) 50 WEBS: 2x4 KDDF STAND 3.4=5.1533 82 3-8=5.372) 143 LOADING 4.5=(•100) 0 TC LATERAL SUPPORT <e 12'OC. VON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'0C. VON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF OVERHANGS: 10.0' 23.7' LOCATIONS REACTIONS REACTIONS SIZE MIN. (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 (COND. 2: Design checked for net(-5 ssf) 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 = •0,010' @ 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' 9 7'- 11.7' Allowed = 0.263' 7-11-11 MAX HORIZ. TL DEFL = 0.011' @ 5'- 2.3' s- 12 -/ CONTENT DOES 6.00 17 NOTIGN EXCEEDU119%ATESITIMEEOF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mphh=21.2ft, TCDL=4,2,BCDL=6.0, ASCE 7-101 I: c (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), et C7load duration factor=1.6, Truss designed for wind loads CD in the plane of the truss only. 41. M-4x6 `) �I� M-3x4 8� t o - 8 =moo s- it � �7 M-3x4 M-1.5x4 0 G o M-3x4 k * * ), 2-03-12 2-10-08 0-09.12 * * * * 0-10 1, 2-05-08 5 06 03 y y 6-00 1-11-11 )PROVIDE FULL BEARING:Jts:2.8,41 - - � '‘.') ,1)13(i6 s JOB NAME : POLYGON PLAN 5 B NHJ4C Scale: 0.4268 \�� �'NE ., WARNINGS: GENERAL NOTES,unless otherwise noted: // T `-9 , 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual -4t ;02.4 end Warnings before construction commences. building component.Applicability of design parameters and proper // Truss: J 4 C Incorporation of component is the responsibility of the building designer. 2.2x4 compression web bredng must be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during consWdion 2'c.c.and et 10'o.e,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/ordrywali(SC). /�'r!. DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Lr 4.Na load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. :7- A_OREGON SEQ. : 5992829 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L. "4 * 1� S design loads be applied to any component end ere for"dry condition'of use. / '9Y 14., 2e p�- fabrication,TRANS I D: 403334 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes o n bearing at all supports shown.Shim or wedge I(fabrication,handling, necessary. V shipment and Installation of components. 7.Design assumes adequate drainage Is provided. M�'R RI IA- 6.This design Is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center - - IIIIII 11111 VIII III I ILII II 1 )III'I I III) TPI/VJTCA In BCS),copies of which will be famished upon request, Ones coincide with joint ate Inr Ines. 9.Digits size of plate tIno 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 I (VIII( This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cel 0 BC: 2x4 KDDF # TA l&BTA LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2.6=(•135) 228 6-5=( 0) 18 WEBS: 2x4 KDDF STAND SPACED 24.0. O.C. 2.3=(-297) 65 5.7=(-218) 358 5.3=( 0) 50 LOADING 3.4=( -55) 41 3.7=(-372) 226 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'• 0.0' -48/ 365V -22/ 104H 5.50' 0.58 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'• 2.3' 0/ 144V 0/ OH 5.50' 0.23 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.7' -48/ 108V 0/ OH 1,50' 0.17 KDDF ( 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. ICOND 2' Design ch k d for n t o f1 t lift at 24 oc spacing.( (�.5 4P 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' 5-11-11 MAX HORIZ. TL DEFL = 0.011' @ 5'• 2.3' 1' DESIGN ASSUMES MOISTURE CONTENT DOES 12 NOT EXCEED 19%AT TIME OF MANUFACTURE. 6.00 D Design conforms to main windforce-resisting -r system and components and cladding criteria. Wind: 140 mph h=20.7ft, TCDL=4.2,BCDL=6,0, ASCE 7.10 ( (All Heights), Enclosed, Cat.2, Exp.B, MWFAS(D�r), load duration factor=1.6, Truss designed for wind loads C°:. in the plane of the truss only. C M-4x6 c NM-3x4 _O W0040.000,0 7 p.-... !o .:T � Ism M-3x4 M-1.5x4 0 o _4 0 6 -� o M-3x4 1. y 2-03-12 2-10-08 0- 09-12 3. 1. y 3- 0-10 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING:4ts:2,7,4) JOB NAME : POLYGON PLAN 5-B NH - J3C aPRor Scale: 0.4902 ��.F.NGINe ill 6161 WARNINGS: GENERAL NOTES,unless otherwise noted: 4 0•f E7:- Truss: 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual -9 Truss: J3C and Warnings before construction commences. building component.Applicability of design parameters and proper 4 2.2xAd compression temporary web bracing must be installedywhere shown+. IncorpDesign of component Is the m chords to of the building ra designer. j DES. B Y: BS 3.Additional bracing to Insure sludgy during construction 2.Design assumes the top and bottom chords to be laterally braced at Is the respomiMtlty of the erector.Additional permanent bracing of 2'o.c.and at 10'o.o,respectively unless braced throughout their length by DATE: 7/11/2014 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood sheathing(TC)endfordrywail(BC). ,e'f�,t, 4,21.1""3.2x Impact bridging or lateral bradng required where shown++ SEQ. : 59928304.No load should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. rt �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, ` OREGON TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. responsibility for the .Design assumes full bearing at all supports shown.Shim or wedge if <O '9 5.CompuTrus has no control over and assumes no responsiy 7 4 ,2 -� 0 fabrication,handling,shipment and installation of components. necessary. [� �p,. 6.This design is furnished subject to the Irritations set forth 7.Design assumes adequate drainage Is provided. MFq MO.' s heir center BCSI,copies of IIIIII II II II II III I VIII VIII VIII I'll(III MITe SAOWTCA lnlnC./CompuTrus Ich Soflwafe+7.6.6(1 E ll be furnished upon quest. U.Digir t indlines icateasic tsize rof le plate In nlinn 8.Plates shall be located on both de with joint center helves s see ESR-13truss,and 11.ESR-1988 ESRd so t1966(MiTek) EXPIRES:12/31/2015 Ilk IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4Y10/DDF/Cq=1.00 TC: 2x4 KDDF Al&BTR LOAD DURATION INCREASE 1.15 1.2=( 0) 42 2.6=(-46) 123 6-5=( 0) 18 BC: 2x4 KDDF 1/1&BTR SPACED 24.0' O.C. 2-3=(-188) 24 5.7=(-76) 191 5-3=( 0) 48 3.4=( -22) 28 3.7=(-198) 79 WEBS: 2x4 KDDF STAND LOADING i 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 4 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -48/ 325V -14/ 73H 5.50' 0.52 KODF,( 625) OVERHANGS: 10.0' 0.0' LL = 25 PSF Ground Snow (Pg) 3'- 10.9' •84/ 70V 0/ OH 1.50' 0.11 KDDF 625) Connector plate prefix designators: 6'• 0.0' 0/ 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. ICOhD 2 Degjg r, d for netf•5 D_fl u0lift at 24 'oc spacing I BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111' MAX LL DEFL = 0.005' @ 2'- 3.8' Allowed = '0.170' MAX TL CREEP DEFL = -0.010' @ 2'- 3.8' Allowed = 0.226' MAX LL DEFL = 0.000' @ 5'- 2.3' Allowed = 0.078' MAX BC PANEL TL DEFL = -0.002' @ 3'- 11.9' Allowed = 0.128' 3-11-11 MAX HORIZ. LL DEFL= -0.004' @ 5'- 2.3' 1' MAX HORIZ. TL DEFL= 0.006' @ 5'- 2.3' DESIGN ASSUMES MOISTURE CONTENT DOES 12 NOT EXCEED 19h AT TIME OF MANUFACTURE. 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. -1 Wind: 140 mph h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M-4X6 r1 Truss designed for wind loads o in the plane of the truss only. o N M-3x4 g1 c7 ►� v ma �� M-3x4 o M-1.5x4 co .CD ► s al 0 M-3x4 o y 1, ickto PR 0E y 2-03-12 y 2-10-08 0-09-12 y J. 0-10 y 2-05-08 y 6-00 3-06-08 (PROVIDE FULL BEARING:Jts:2.4.7( JOB NAME : POLYGON PLAN 5-6 NH - J 2C Scale: 0.5343 <0 NG NE. A S/0 WARNINGS: GENERAL NOTES,unless otherwise noted: - f`4 �'l1_y 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 4 '��/se E 1.- Truss: J 2 C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown 0. Incorporation of component is the responsibility of the building designer. 3.Addidonel temporary bracing to Insure etabltty during construction 2.Design assumes the top and bottom chords to be laterally braced at 4/4101.. DES. BY: BS Is the responsibility of the erector.Additional permanent2'o.c.and at 10'o.c.respectively unless braced throughout their length by bracing of continuous sheathing such as plywood sheaiNng(TC)andlordrywal eC). / '��" DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown 0 f 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 b triSEQ. : 5 9 92831 fasteners are complete and at no time should any b ads greater then 5.Design assumes trusses are to be used n Inc non-corrosive environment, L ,f2 't �� TRANS I D: 403334 design loads be applied to any component end are for'dry condition"of use. /O. -4 y 14,. e' 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes W0 bearing et all supports shown.Shim or wedge If0P necessary. MEA R I l-L fabrication,handing,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,end placed so their center 1111111111111111111111111 IPIANTCA In BCSI,copies which ft furnished upon request 9.lines Indicate with ejoint plate cIn enter Ines.. 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 111IIIIIII This design prepared from computer input by - PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 01&BTR LOAD DURATION INCREASE = 1.15 1-2= 0) 4=42 2- BC: 2x4 KDDF H1&BTR SPACED 24.0' O.C. 2.3=)-68) 30 (0) 0 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' -58/ 287V -14/ 73H 5.50' 0.46 KDDF ( 625) Connector late prefix designators: 1'- 9.2' -3/ 60V 0/ OH 5.50' 0.10 KDDF 625 p LL = 25 PSF Ground Snow (Pg) 3'- 11.7' -44/ 94V 0/ OH 1.50' 0.15 KDDF ) 625) C,CN,C18,CN18 (orrno prefix) = CompuTrus, Inc M,M2OHS,MIBHS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (GOND. 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 o 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' 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 m hl h=20.2ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, v (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, a Trinuss thedplaneed offor thetruss wind loads oonly. 0 v 111 o o"`' I 2 ' 4►�' -/ M-3x4 y y y 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 ���N�PNE Fssi WARNINGS: GENERAL NOTES,unless otherwise noted: / R Qi 1.Builder and erection contractor should be advised dell General Notes 1.This design is based only upon the parameters shown and is for an Individual 4C,,./ , ill i FE 171' Truss: ASJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 776000 III 2.2x4 compression web bracing must be Installed where shovm+. Incorporation of component is the responsibility of the building designer. 2.Design assumes the top and bottom chords to be laterallybraced at �R DES. BY: BS 3.Additional temporary bracing to Insure stability during construction / a//1� Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.e.respectively unless braced throughout their length by DATE: 7/11/2014 responsibilitybuilding designer. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). `tea• the overall structure Is the res nsibill of the 3.2x Impact bridging or lateral bracing where shown++ 01 it 4.No load should be applied to any component until after an bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON SEQ. : 5992832 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, ` A. b �/ design loads be applied to any camponen4 and are for"dry condition"of use. ,9� 01 '`' 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 O 14, 2 fabdeetion,handling, necessary. .•- ng,shipment and installation of components. 7.Design assumes adequate drainage Is provided. MFR R I 1.-k- 6. V This design is furnished subject to the 6nitafons set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111 TPIANTCA in 8051,copies of ( furnished upon request. lines coincide with joint center lines. MTe USA,lnC./CompuT s Software 7.6.6L-E Digits Indicate size aFor biconecrpltedesign values see ESR-1311.ESR-1988(Welt) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KODF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( -3) 42 2.4=(0) 0 BC: 2x4 KDDF#16BTR SPACED 24.0' 0.C. 2.3=(-45) 15 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 BUG REQUIRED BOG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -62/ 263V -7/ 43H 5.50' 0.42 KDDF 625) 1'- 9.2' -18/ 21V 0/ OH 5,50' 0.03 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7' 18( 42V 0/ OH 1.50' 0.07 KDDF 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND, 2: Design checked for net(-5 nsfl uplift at 24 'oc spacing.) REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL= 0.001' @ 0'--10.0' Allowed = 0.083' 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111' 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(7' 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 mphh=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 3 (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. '' c CO 4 mri o� 1 ►Z1 4►�� _, M-3x4 i ' y y 1, 0-10 2-00 (PROVIDE FULL REARINCz;Jts:2.4.31 , ,f PRo JOB NAME : POLYGON PLAN 5-6 NH - ASJ1 Scale: 0.7139 ��,��' G N sl:VpFss/0�J_ WARNINGS: GENERAL NOTES,unless otherwise noted: h/ -v 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 �� '_yL S® E fir- Truss: ASJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown«. Incorporation of component is the responsibility of the building designer. ' Additional temporary bracing to Insure stability during construction2.Design assumes the top and bottom chords to be laterally braced at 3. !� ... .. DES. B Y: BS is the responsibility of the erector.Additional permanent bradng of 2'me.end at 10'o.c.respectively unless braced throughout their length by 49111111..DATE 7/11/2014 continuous sheathing such as plywood sheethtng(TC)and/or drywell(BC). `r_u�. the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ VP /Z- 4.No load should be applied to any component until after an bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7 OREGONt(/' SEQ. : 5992833 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, L v 1a kTRANS I D: 403334 design loads be applied to any component. and are for"dry condition-of use. < 4)- :ZQ ..f<.. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes on bearing at all supports shown.Shim or wedge if . O 14, P fabrication,handling,shipment and installation of components. necessary. _ 0 7.Design assumes adequate drainage Is Prodded. MFRR tLL 6.ThIs design Is furnished subject to the Irritations set forth by 6.Plates shall be located en both tacos of truss,and placed so their center 1 III II it II IIID 111 I 1 III 111111 II III III TPIIWTCA In SCSI,copies of which will be furnished upon request. Tines coincidedicatwith Joint canter 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-19136(MiTek) EXPIRES:12/31/2015