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\(- —r-\--D..:CV-i ... c.L..,uk--ii_c k. ,( v-I. ,:i1/4,: \I c(-Na., ,d0.. ,c- A--- 111111-16 MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-90UP 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. RD PR OFps 8 f 2PE (�' iTo' f " M -y4 -0), OREGON if. �l/ �C� �B13 t_R. 1 44 f)S A. V-1 eilkv.R 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. lot MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-90UP Fax 916/676-1909 5B The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R41832522 thru R41832537 My license renewal date for the state of Washington is January 2,2015. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. 10Nio 0% oo4 tti , ' *,49639,c., oGisissw April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply 5B R41832522 PL14-90UP F01 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:21 2014 Page 1 ID:j7axn4OsHnThyaUAczwOszX1 UYcHTKdJc1 YpmObb_IRPgo7BOohgO7S71 HOPDhOfzOQTa 2s0 I I 2-2-9 I F 1-2-0 j l 2-4-11 Scale=1:28.6 1.5x3 II 3x5= 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 13 12 11 10 V 3x4= 3x8= 3x4= 3x4= 3x4= 10-8-1 11-4-9 I 9-11-9 10rtr1 111-3-1 I I 16-4-12 I 9-11-9 0-i-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): f10:0-1-8,Edge),111:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.40 11-12 >487 360 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No-1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=715/Mechanical,9=715/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ;1.011 , ONTO TOP CHORD 2-3=-2463/0,3-4=-2463/0,4-5=-2532/0,5-6=-2532/0,6-7=-2532/0 _ –WA,. WEBS BOT CHORD 12-13=0/1520,11 12=0/2805,10-11=0/2532,9-10=0/1515 ©cjW.t_7r ,.WEBS 6-10=-316/0,2-13=-1640/0,2-12=0/1018,4-12=-370/0,4-11=-460/161,7-9=-1636/0,7-10=0/1105 {' – ''` NOTES 76— G } 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 4 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. .r r 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ll 49639.4 be attached to walls at their outer ends or restrained by other means. +.4. "R LOAD CASE(S) Standard 'SiONAVOG 1W-,) PRQpF $�c.' NC'INE si 87022PE ,(" 74>, OREGa ' tit' 4vv SC SER 1 •Q dk9 & H4aP EXPIRES:06!3012015 April 22,2014 t it ®wA:�°sfilm-4'crrPTdesiym rasafae rivers and READ AO eFS ON TICS AND IYC['aFt1 tfITEYREFx.TcEAfi-T PAGE NIT 7:73 mfr 1;,,�Sf 2ad&BEWEtA4? r._ 1111 Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillify of the ��� ,r- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.for general guidance regarding R fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 It Southard Ann ISP.}lumbenkspedffud,Me.design,values are these ett'ect ve c€/os/20Lo by MSC Job Truss Truss Type Qty Ply 58 R41832523 PL14-90UP F02 FLOOR 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:3922 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszX1 UY-4U1 igfdfJ7uFCIZU_7B2f0Y183g0BcGRF3yEw5zOQTZ I 1-6-0 1 1-3-4 1 OF &3 j 1 2-3-0 I 1 1-2-0 I I 1-0-5 I 2-6-0 I Scale=1:27.7 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 1 2 34 — 4 5 6 7 8 9 10 ° • o � N. N -141114' N e e 17 / 15 14 13 12 11 3x4= 3x6= 4x5= 3x5= 1.5x3 I I 3x4= 3x4= I 3-0-4 I 15-10-12 I 3-0-4 12-10-8 Plate Offsets(XX): 17:0-1-8,Edgel,112:0-1-8,Eduel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.07 13-14 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.29 Vert(TL) -0.10 13-14 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.01 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:74 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 16=1266/0-5-8 (min.0-1-8),17=-335/Mechanical,11=456/Mechanical Max Uplift 17=-426(LC 4) Max Gray 16=1266(LC 1),17=4(LC 3),11=457(LC 4) -1-SONIO 4 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. CP OOv WASE TOP CHORD 2-3=0/1294,3-4=0/750,4-5=0/750,5-6=-1002/0,6-7=-1002/0,7-8=-1099/0, C3 -, 8-9=-1099/0 1N4w,Y� p � BOT CHORD 16-17=-664/0,15-16=-1294/0,14-15=0/331,13-14=0/1099,12-13=0/1099,11-12=0/890 rij ,, ` . N WEBS 3-16=-718/0,2-17=0/798,2-16=-88210,5-14=0/737,5-15=-1177/0,9-11=-960/0, 9-12=0/379,3-15=0/856 11* NOTES .2 4916,39 Xct 1)Unbalanced floor live loads have been considered for this design. C1• IST .#,+' 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 426 lb uplift at joint 17. '4i'ONAL 0 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. <0 ' (} P R Qp . LOAD CASE(S) Standard �t4\, -,,- E, � 870 2PE N 7 Iv,' S OREGO r EXPIRES:0613012015. April 22,2014 a e ®W4SNI:f -Vere f design param max and READ N szS ON THEE AND MIMED MEEK REFEREMT PAGE MII 7473 me 1,125120148 EMISE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not tans designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillify of the IY1 erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IMB RPrl fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1PI1 Qualify Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 ti6osntsefn.Pwe0.1:9lxarstieris specifi[wi,the design values are.Strove eftrtitat 063421/24213 Ioy.A SC Job Truss Truss Type Qty Ply 5B PL14-90UP F03 Floor 3 1 R41832524 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 Mi rek Industries,Inc.Mon Apr 21 15:39:23 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-Ygb42?eH4R06gv8gYgiHCc57kT4EwoFaTjinSYz0QTY I 2-6-0 1 I 2-5-1 I I 1-2-0 I I 2-4-11 I Scale=1:28.9 1.5x3 II 3x5= 1.5x3 II 3x4= 1.5x3 II 1.5x3 11 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 N / e o N B e e 1 12 11 10 3x4= 3x8= 3x4= 3x5= 3x4= 10-10-9 11-7-1 10-2-1 I 10-2-1 10-1�a 110,1-7%9 I I 16-7-4 5-0-3 I 0-7-0 0-1-8 Plate Offsets(X,Y): 110:0-1-8,Edgel,111:0-1-8,Edge) LOADING(psi) SPACING 1-7-3 CSI DEFL in (Inc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.27 11-12 >739 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.43 11-12 >456 360 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:73 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=725/0-4-8 (min.0-1-8),9=725/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. yONIO TOP CHORD 2-3=-2508/0,3-4=-2508/0,4-5=2587/0,5-6=-2587/0,6-7=-2587/0 BOT CHORD 12-13=0/1543,11-12=0/2877,10-11=0/2587,9-10=0/1538 WEBS 6-10=-324/0,2-13=1666/0,2-12=0/1041,4-12=-399/0,4-11=-480/168,7-9=-1660/0,7-10=0/1140 O CC? NOTES , id( ^ 1)Unbalanced floor live loads have been considered for this design. L*4 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. *a 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 IT be attached to walls at their outer ends or restrained by other means. 49639 LOAD CASE(S) Standard %2, -toil S4C?NAL G c� [} PRQ,rF, c ,-.- �F kt 870 2PE 9T- o 04 p fi�j, GREG N ci1U 9Cs 418EF1 \ ��O A` HE‘- , EXPIRES:06/3012015 April 22,2014 i $ WANG-VedfydesiynpararnEmrs3ndREAD//TESCNTHEE Ate;./2UE0MTTE,YR€FERE/.t PAGE MTT.7473mgI/i3/2014PERPHIISE: Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Y_. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding ITel( fabrication,qualify control,storage,delivery,erection and bracing,consult ANSI/TPIl Qualify Cr lerfa,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus He" If5.otrnheesr.Pine 1.5)tuaneec isalatsi dk the desigo valets axe:lisast.oYar5fve 09/01/2010 by MSC Heights,CA,95810 Job Truss Truss Type Qty Ply 5B R41832525 PL14-90UP F04 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:24 2014 Page 1 ID:j7axn4OsHnThIyaUAczw0szX1 UY-0s9SFLfvrk8yS3d6YDWIpeEXtNnfT6kiNRL?_zOQTX 1 2-3-0 1 1 1-411 ii 1-2-0 11 1-0-9 I 2-6-0 1 Scale=1:31.6 1.5x3 II 3x6= 1.5x3 11 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 4x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 e / lSN e ee e e ./ MI 1 15 14 13 12 11 3x4= 3x8 = 3x5= 3x4= 4x4= 3x4= 14-3-11 I 13-1-11 13-8-111 I 18-1-4 I 13-1-11 0-7-0 0-7-0 3-9-9 Plate Offsets(X,Y): 112:0-1-8,Edge),(13:0-1-8.Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.77 Vert(LL) -0.33 13-14 >663 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.84 Vert(TL) -0.51 13-14 >419 360 BCLL 0.0 Rep Stress lncr YES WB 0.60 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 16=791/0-4-4 (min.0-1-8),11=791/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. "yONIO TOP CHORD 2-3=-2635/0,3-4=-2635/0,4-5=-3446/0,5-6=-3446/0,6-7=-2477/0,7-8=-2477/0,8-9=2477/0 Fy? - `l' •,tom' BOT CHORD 15-16=0/1550,14-15=0/3254,13-14=0/3130,12-13=0/2477,11-12=0/1721 ca O OiWAS 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, C,, 4{ Gli 6-13=-860/04," -13=-860/01. AGI, t �7 NOTESI 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. kap,r 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. "a 49639 kJ 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 Q ' `,is,�,E 41 be attached to walls at their outer ends or restrained by other means. y' 'S' tONAL G LOAD CASE(S) Standard �� c0 P R Ore ca \� 4NGIN FR 0.,' 87022PE N -p -c>.OREG N 9,,r3 "A4 �0 44/3ER \\ P EXPIRES:06/30/2015 April 22,2014 F A offNU-Vunity design parameters a,d READ t IIES Ofd MU AND/t .I/7 D NUR'REFEREWE PAGE IIII-7 473 fac /29/26P6 E MEtISE Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. �� Applicabifty of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporarybracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding ! fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 IfSouutrP information sP)i visnapes.'olottee Institute,gesvaluesS. those Suite Alexandria. O afsiaabyAt.SC Citrus Heights,CA.95610 Job Truss Truss Type Qty Ply SB R41832526 PL14-90UP F05 Floor 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:26 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-zFGDgOgAMMOghMsFDzG_gEjdrh4P7Ju1AhwS3tzOQTV I 1-3-0 I 11-1-1 II 1-2-0 II 2-4-15 I 2-6-0 Scale=1:35.4 4x5= 3x4= 3x4= 3x4 = 354= 4x4= 3x6 FP= 3x8= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 I cil ' ' "2 a e . :1' Jillee/AN% Or 1 Ill'444411'149tr v.?90/.. Nillit 2, 44441444%illa--00/e.e' N: 0°.." 0 _B.- 26 25 24 23 22 21 20 19 18 'h 3x4= 4x6= 3x5= 3x6 FP= 3x5= 3x5 = 4x6= 3x6 = 3x5= 3x5 V1B= 15-7-9 I 14-5-9 20-9-8-0-q0-7-0I 14-5-9 5-1-15 Plate Offsets(XX): 112:0-1-8,Edge1,118:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.40 21 >624 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.62 21 >402 360 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code IBC2012T7PI2007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=909/0-4-8 (min.0-1-8),26=909/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ,,,i ONIO TOP CHORD 2-3=-2003/0,3-4=-2003/0,4-5=-3413/0,5-6=-3413/0,6-7=-4247/0,7-8=-4247/0, 8-9=-4495/0,9-10=-4495/0,10-11=-4230/0,11-12=-4230/0,12-13=-3519/0, c9 .‘00 o' VIAS, �tf���� 13-14=-3519/0,1415=-3519/0 CJ .t0 -"'Y, BOT CHORD 25-26=0/1077,24-25=0/2776,23-24=0/3897,22-23=0/3897,21-22=0/4436,20-21=0/4401, it. �' TT.i 19 20=0/3519,18-19=0/3519,17-18=0/1990 `o 4- ,, 1, rii ? a c WEBS 12-19=-357/0,13 18=-426/0,2-26=-1375/0,2-25=0/1183,425=-987/0,4-24=0/813, 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 ` r 49639 '' 1)NUnbalanced floor live loads have been considered for this design. ',� Ism ZSkt -4 2)All plates are 1.5x3 MT20 unless otherwise indicated. r0A , 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)26. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/7P11. 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. �� 0 (O Op�Ss LOAD CASE(S) Standard t'( i / Q 87022PE t y '$, OREGON ft, CSS A. Heck- EXPIRES:06/30/2015 April 22,2014 4 ®mum.Verity ddc.sparametrsand REARP IES ON THEE AND mamaKf7£X8E€ER£ht PAGE f47T7413;in 1/28/2014 REFORMSE Design valid for use only with Mftek connectors.This design is based only upon parameters shown,and 8 for an individual building component.~ Applicability of design parameters and proper incorporation of component 8 responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Cams Heights,CA,95610 t#hwatiserei Pine(SP)Isorrber insoar/Dad,the tf ssigss valuer are those effective 06/01/2411.3 by MSC Job Truss Truss Type ply Ply 58 R41832527 PL14-90UP F06 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:3926 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-zFGDgOgAMMOghMsFDzG_gEjkKO1Eo7WE1AhwS3tzOQTV 1 1-4-0 1 2-6-0 I 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 II 111 11”IIIMIIIIIIIIIIIN 41 9 11 5 =' 4 3x4= 3x4= i� 9181 4-1-0 I 1-8 3-11-8 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.04 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=174/Mechanical,5=174/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ON!O ONOTES 1)Refer to girder(s)for truss to truss connections. cg7O A/A s 4 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. {i � ,, 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUTPI 1. i q- -" 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 co, G>ZS N be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard r7� 49639 �` 9k '4Gisre0 ..e $1 NAL.' �.' k'1/4 PRQp �,°a �NGjN F3' f0.0, 87022P, I '0j,OR GON ti) �C' 44$E1 q\ Pio SA. ti4 EXPIRES:06/30/2015 April 22,2014 f ®fAroas.4c /ydesrrnparametersandREADDIZTESCN'THISSA//SOCUIDEDMIRK REFEREAKAGE HIT 7473reg 1,/Zh/26148/TH1EIISE Design valid for use only with MTek connectors.This design 6 based only upon parameters shown,and is for an individual building component. �M Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualily Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 it Saaathere.Pine(SP)§tim er is specified,the design values are Sheen effective 4%.1{&31501.3 by AMSC Job Truss Truss Type Qty Ply 58 R41832528 PL14-90UP F07 Floor 5 1 Job Reference(0050,1a) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:3928 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszXl UY-veOzsiiQuzeOwgoeLOlSvfozjUmsbGBJd?PYSlzOQTT 1 1-7-12 I I 1-8-15 1 1 1-2-0 II 1-4-9 1 1-6-0 I Scale=1:30.1 3x6= 1.5x3 I I 3x4 = 1.5x3 II 3x4 = 1.5x3 I I 3x4 = 1.5x3 I I 3x5= 1.5x3 I I 1 2 3x8 3 4 5 6 7 8 9 10 11 e e e e e =, a 19 ,�, 17 16 15 14 13 3x4 II 3x6= 3x8= 3x5= 3x5= 1.5x3 II 3x4 = 3x4= 1 1-10-12 2-614 17-5-4 1-10-12 0--8 15-5-0 I Plate Offsets(X,Y): (2:0-3-0,Edgel,18:0-1-8,Edgel.113:0-1-8,Edgel,119:Edge,0-1-81 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.18 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.27 14-15 >687 360 BCLL 0.0 Rep Stress Incr NO WB 0.67 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:83 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:17-18,16-17. REACTIONS (lb/size) 18=1194/0-5-8 (min.0-1-8),12=627/0-2-12 (min.0-1-8) Max Gray 18=1194(LC 1),12=662(LC 4) flNT4 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. . TOP CHORD 1-2=0/670,2-3=950/312,3-4=-950/312,4-5=-2192/0,5-6=-2192/0,6-7=-2379/0, God wo' Wim . 7-8=-2379/0,8-9=-1741/0,9-10=-1741/O BOT CHORD 17-18=-670/0,16-17=-32/1694,15-16=0/2387,14-15=0/1741,13-14=0/1741, �`S' )V}y ,,G 12-13=0/909Is. r WEBS 9-13=408/0,2-18=-808/0,1-18=-765/0,8-15=-14/787,7-15=-259/0,6-16=-295/0, `` N '` 1 ; 4-16=0/641,4-17=-935/0,10-12=-1092/0,10-13=0/1027,2-17=0/1309 NOTES - +d : 1)Unbalanced floor live loads have been considered for this design. '0 � � 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5'0A � 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)304 lb down at 0-1-8 on top chord. 4R1/4�� cO PRQp (Ss The design/selection of such connection device(s)is the responsibility of others. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). _.\,4,t GIN! -, Z LOAD CASE(S) Standard `44 - 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 $70E f Uniform Loads(plf) Vert 12-19=-8,1-11=-80 Concentrated Loads Ob) CV Vert:1=-304(F) y (i� ' / y ��, o�EGo �� zv 'AO`rj x'148 E R 1k ‘. EXPIRES:06/30/2015 April 22,2014 a t A*MAYO-Ver/yde,fan parameGrs v-iR€AO f T€S ON I-IMAM Mita MIMIC REFERENCE MOE(477.7 473 re-il2512014BEMUSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the �;���. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,defvery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 arsoumeremneiSP)t tee,;s ereerified.the gage vakzes ere tease :melee 66„401/2013 by MSC Job Truss Truss Type Qty Ply 5B R41832529 PL14-90UP F08 Floor 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:3928 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-veOz5iiQuzeOwg0eLOlSvto4nUv9bNVJd?PY8IzOQTT 2-6-0 1 0-5-10 1 1 1-2-0 I I 1-4-14 I Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4= 3 4 53x4= 6 0 o N N —VVVV '''... I \----1 e e3x4= 1 \ 9 8 3x4= 3 3x4= x4= I 3-1-2 31-10 3-9-10 1 4-4-10 416- 8-6-8 I 3-1-2 0-1-8 0-7-0 0-7-0 0.1- 4-0-6 Plate Offsets(X,Y): 18:0-1-8,Edael.19:0-1-8.Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.17 Vert(TL) -0.06 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012JTP12007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=370/0-2-12 (min.0-1-8),7=370/0-2-8 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 1*1;ONIO 4 TOP CHORD 2-3=-732/0,3-4=-732/0,4-5=-732/0 g1 +�a, BOT CHORD 9 10=0/682,8-9=0/732,7-8=0/665 �1WAS3' WEBS 2-10=-736/0,2-9=-37/269,5-7=-718/0 ' oO NOTES k.,It 't 1)Unbalanced floor live loads have been considered for this design. 1 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. 1 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Tl di 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to , 4963 ` be attached to walls at their outer ends or restrained by other means. ,4s 0.8TE- LOAD CASE(S) Standard `s QNAL PROF 6' $70 2PE CO CV y '°j, OREGO i,,41./b0 SER 1� A. Hex- EXPIRES:06/30/2015 April 22,2014 4 A ® BvT/-.Ver//friesfyn rarasleers 3::d READ ANTES CH THIS AM IMMO HITEf SEF€RENC1 x11497 HU 7473 me 1/25/201$8/IThEUS€ Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. �+ Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the !AMA' 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 Cr feria,DS8-89 and BCS1 Building Component 7777 Greenback Lane,Suite 109 SafetfSeuthern Pine OP)lumber isspecified,thedesign vaInformation available from Truss Plate Institute, ataar are th1 N.Lee ose 22314. Citrus Heights,CA.95610 uetise 06,181/201.8byA/SC - Job Truss Truss Type Qty Ply 58 R41832530 PL14-90UP F09 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:3929 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszX1 UY-NgyL12j2fHmFYgbqv5phStLFYuG7KsvTsf96gCzOQTS I 2-6-0 1 0-5-6 1 1 1-2-0 I I 1-7-2 1 Scale:1"=1' 11.5x3 II 2 3x4 = 31.5x3 II 4 3x4= 51.5x3 II - � • H ......\ N O - N { e ! e 1.5x3 II 9 8 7 6 3x4= 3x4= 3x4= I 3-0-14 3y24 3-9-6 I 44 6 1 6-2-8 1 3-0-14 1- 0-7-0 0-7-0 1-10-2 Plate Offsets(X,Y): 14:0-1-8,Edgel,18:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.02 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.03 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC20121TP12007 (Matrix) Weight:29 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 9=267/0-2-8 (min.0-1-8),6=267/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. IONIC) 14, TOP CHORD 2-3=-362/0,3-4=-362/0 BOT CHORD 8-9=0/423,7-8=0/362,6-7=0/362 X042�a iVA x WEBS 2-9=-456/0,4-6=-424/0 NOTES00 1 # �x 1)Unbalanced floor live loads have been considered for this design. N i� 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. 'r 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ,C) 49639 / . 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to Q. , 475'i' - be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard IONtuL <C. tO PROP c... 0. .4., 4. 1. 870 2PE Y' CP (Ni y <C\4j, OREG N tf) OS A. HE' A EXPIRES:06/30/2015 April 22,2014 ®WARNIM3-Vc'/fyde/uurametw'svF41READ I TES O//THIS AND IM2iCEDNi7€KPHE.r`cEMiEPAGE f17713mes1,1291281J BEZHE USE .. Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown AM is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the `:��� a erector-Additional per �}/[ permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Iniormofion available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 V/Scartinere Pine iSei lumber isupecited,ria designxratues are Shone eftesttne 06/01/2013 byA SC Job Truss Truss Type Qty Ply 58 R41832531 PL14-90UP F10 Floor 6 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:30 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1UY-rOWj /OjgQau6A_AOSoKw_4uKNIS83CIC4JufCezOQTR I 2-3-0 I I 1-7-11 11 1-2-0 1 1 1-4-9 1 1-6-0 1 Scale=1:26.9 1.5x3 I I 3x5= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x5= 1.5x3 I I 1 2 3 4 5 6 7 8 9 e o \ \ 4 Nci ee 1' 14 13 12 11 3x4= 3x6= 3x6= 1.5x3 II 3x4= 3x4= 12-3-11 1 11-1-11 '0-7 0t 1 0-7-0 I 13-1-9 5-5-4 1 11-1-11 Plate Offsets(X,Y): 16:0-1-8,Edgel,(11:0-1-8,Edael LOADING(psi) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.18 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.71 Vert(TL) -0.28 12-13 >663 360 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:70 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 15=673/0-4-4 (min.0-1-8),10=673/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 10NIO TOP CHORD 2-3=-2121/0,3-4=-2121/0,4-5=-2434/0,5-6=-2434/0,6-7=-1775/0,7-8=-1775/0 a BOT CHORD 14-15=0/1291,13-14=0/2467,12-13=0/1775,11-12=0/1775,10-11=0/925 �} p S14 WEBS 7-11=-417/0,2 15=-1416/0,2-14=0/910,4-14=-380/0,5-13=-274/0,6-13=0/820,8-10=-1112/0,8-11=0/1049 C9 G ' , NOTES iNT O .w 1' t'`1 1)Unbalanced floor live loads have been considered for this design. f 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. i{`';r 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 'ef5� 49639` . be attached to walls at their outer ends or restrained by other means. 0 £ A„ LOAD CASE(S) Standard `'ZONAL. G • ��9 0 PROF �c"'• IIV fig. /0 870 2PE co cv y - ©REGO r / Q 411ER4t\ ©SA HE¢ ,. EXPIRES:06/30/2015 April 22,2014 i a WARNING-Verity design paraders and REAL f/T€S ONE-SAND man€t1 II7TE REFERENCE ME r'4EZ 7 473 rt n.1125/2014 BEMUSE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. lin Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quattty Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 ifSouthern Pints OP/norther is spettfied.the thsagstvalues are thole edtrcaue06/06/201:9toyALSC Job Truss Truss Type Qty Ply 5B PL14-90UP Ell Floor 2 i R41832532 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:30 2014 Page 1 ID:j7axn4OsHnThIyaUAczwoszX1UY-rOWjWOjgQau6A_AOSoKw 4uPzIbT3Hwc4JufCezoQTR I 2-6-0 10-5-10 1 1 1-2-0 I I 1-6.14 Scale=1:16.4 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 . \i- • 0 N p N XX D D D3x4= 1C 9 8 3x4= 3x4= 3x4= I 3-1-2 3F-1�0 3-9-10 1 4-4-10 4 8.8-8 I 3-1-2 0-1- 0-7-0 0-7-0 0-1- 4-2-6 Plate Offsets(X,Y): 18:0-1-8,Edgel,19:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.18 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:40 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=377/0-2-12 (min.0-1-8),7=377/0-4-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. oTONIO lit TOP CHORD 2-3=-761/0,3-4=-761/0,4-5=-761/0 BOT CHORD 9-10=0/701,8-9=0/761,7-8=0/682 C7 � i, F�Sjy WEBS 2-10=-757/0,2-9=-28/290,5 7=-737/0 NOTES St- 4 i �}e' Q� r" / ,, i Gl 1)Unbalanced floor live loads have been considered for this design. N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. \ 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. g,.IT 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 49639 4,' be attached to walls at their outer ends or restrained by other means. r -- LOAD CASE(S) Standard dSsAL OC' Co4 0 PROFF. �N„4` GIN ",f% ?r xt' 870221E p' -7 �A>„ OREGO,: (p Au °C �'1 ER .'>, �4 `s' A A. H'eg`� EXPIRES:06/30/2015 April 22,2014 4 a wARmws_Verify design,;aranxitrs a gd READ IVIES ON THIS MD MUSED ED NIT€K REFERENCE PAGE Kir 7 473 t 125/26€4BEDNE l Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 1.1 B for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTele fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,051-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely information available horn Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. It bennhrn:ePine(SP)Issnebee it proo'fieul,the 9eaiess psoases see those et'ective 06/02/2011 by ASC Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 58 R41832533 PL14-90UP F12 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:39:31 2014 Page 1 ID:j7axn40sHnThIyaUAczw0szX1 UY-JD46jkklBuOzn7lDOWr9XIQW2ipMofRmJzeDk4zOQTQ I 2-6-0 I I 2-35 I I 1-2-0 II 2-4-11 I Scale=1:28.7 1.5x3 II 3x5= 1.5x3 II 3x4 = 1.5x3 I I 1.5x3 I I 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 I / ! e \ e / - rsr e o 0 N � e 1 12 11 10 3x4= 3x8= 3x4= 3x4= 3x4= 10-8-13 11-5-5 10-}13110:3-741311 16-5-8 I I 10-0-5 0-I-a 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): 110:0-1-8,Edael,111:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >770 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.41 11-12 >478 360 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.18atr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=718/0-1-12 (min.0-1-8),9=718/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. *'QNIO TOP CHORD 2-3=-2476/0,3-4=-2476/0,4-5=-2549/0,5-6=-2549/0,6-7=-2549/0 BOT CHORD 12-13=0/1527,11-12=0/2827,10-11=0/2549,9-10=0/1522 �}2 ir1'0 wAsr j ' WEBS 6-10=-319/0,2-13=-1648/0,2-12=0/1025,4-12=-379/0,4-11=-466/163,7-9=-1643/0,7-10=0/1116 CJ �' ."^-ll�tr ,,�{ NOTES Y 1, N 1)Unbalanced floor live loads have been considered for this design. I { 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)13. III 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. /F.r 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 49639 be attached to walls at their outer ends or restrained by other means. 0, to > LOAD CASE(S) Standard SIOAL t ,,,?,tD PROFe, Tt7cp'''` ,,NAGINE �, cS'j���s" 87022PE co 7cc‘ CV -0i,OREGO r1 ,�� 4, Helk EXPIRES:0613012015 April 22,2014 9 ®MUM/Ih!J-Veritydesign paramc+mrs a:iREaiti Pk TES ON THIS AND INCLUDED MAK fi€FEEEME PAGE MIS 7 473 ma i,25/261SHL-OJEifSE Design valid for use only with Mitek connectors.This design B based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown la is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the B� �Te1'" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general.guidance regarding IXB t R fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Bonding Component 7777 Greenback Lane,Suite 109 Safe1fSauthnem Piinee)Si>)isatstass is&pacified.ttheats:-tom uefusa ars thaseeepexctirbre G'S/22/2@ 3 try MSC 4. Citrus Heights,CA,95610. .. Job Truss Truss Type Qty Ply 5B PL14-90UP F13 Floor 6 1 R41832534 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:32 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszX1 UY-nPeUx41xyC8gPHKPaDNO3Vzcx55RX5zvYcNmHWzQQTP 2-3-0 I 1 1-4-11 II 1-2-0 I I 1-2-5 1 2-6-0 I Scale:3/8"=1' 1.5x3 I I 3x6= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 I I 4x5 = 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 cl N O p N O O - e g' 1 15 14 13 12 3x4= 3x8 = 3x5= 3x4= 4x4= 3x4= 14-3-11 I 13-1-11s-0-1 18-3-0 � 13-1-11 0-7-10I a7-0 I 3-11-5 I Plate Offsets(X,Y): 112:0-1-8,Edgel,f13:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.33 13-14 >651 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.85 Vert(TL) -0.53 13-14 >412 360 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 16=797/0-4-4 (min.0-1-8),11=797/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. orf OM° TOP CHORD 2-3=-2664/0,3-4=-2664/0,4-5=-3503/0,5-6=-3503/0,6-7=-2556/0,7 8=-2556/0,8-9=-2556/0 BOT CHORD 15-16=0/1564,14-15=0/3297,13-14=0/3200,12-13=0/2556,11-12=0/1731 WEBS 7-13=0/349,8-12=534/0,2-16=-1715/0,2-15=0/1206,4-15=-695/0,6-14=-7/395,9-11=-1869/0,9-12=0/1118, (y 4O"f �� 6-13=-853/0 �A # f Q, NOTES �st tl') 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. r'r 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUTPI 1. d� 49639 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1Od(0.131"X 3")nails. Strongbacks to �1' be attached to walls at their outer ends or restrained by other means. • 4Sfi LOAD CASE(S) Standard �� ,w) PRore �NGI>NE !" 87022PE 14/ 9r F -0,, OREGO ti" H CI BER AN ‘"\ S A. HE EXPIRES:06/30/2015 April 22,2014 1 4 A WARMha Ver//f design parameters uir-RE ID WIFE ON THIS AK DMZ€D MM{1Erf RE€EREM,e PAGE X71.7413 sec 1/2512014 WORE USE - �� Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. � Applicability of design parameters and proper incorporation of components responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the A erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Miele fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quarriy Criteria,056-89 and BCSI Balding Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA.95610 ifsoutaemPine(4)suaberi aez ed,nne > es one, eetfes O&/01/201.5laayALSC Job Truss Truss Type Qty Ply 58 R41832535 PL14-90UP F14 Floor 6 1 Job Reference(ootionall Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:33 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1UY-FbBs8Qm2)VHh1Rub8xudcjWsmVXEGcZ3nG7JpzzOQTO 1 2-0-0 I 1-10-1 1 1 1-2-0 I I 2-5-3 I Scale=1:21.0 1.5x3 II 3x4= 1.5x3 11 3x4= 1.5x3 II 1.5x3 I I 1 2 3 4 5 6 3x4= 7 • 0 N e o ° ° 1 K 11 10 9 8 3x4= 3x5= 3x4= 1.5x3 11 3x4= 8-2-9 18-9-9 1 9 I 12-0-12 I I &2-9 0-7-0 0-7-0 2-8-3 Plate Offsets(X,Y): 16:0-1-8,Edge),[10:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.14 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.49 Vert(TL) -0.21 10-11 >670 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:54 lb FT=0%F,0%E LUMBERBRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 12=525/0-2-8 (min.0-1-8),8=525/0-1-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. . gONIO ite TOP CHORD 2-3=-1397/0,3-4=-1397/0,4-5=-1183/0,5-6=-1183/0 BOT CHORD 11-12=0/887,10-11=0/1518,9-10=0/1183,8-9=0/1183 04? 01 W j q WEBS 2-12=-994/0,2-11=0/571,4-10=-443/3,6-8=-1277/0 s(', Y/i, C �`, G Y) NOTES i, t.M- 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)12,8. Iiii 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPi 1. 'r 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ,ef) 49639 U be attached to walls at their outer ends or restrained by other means. q 4'01ErEW „4y LOAD CASE(S) Standard SG 1.0NAL 4.<<, os PROppStS' 4ca icl f�%9 _44c . 8 . 2PE � <' NCV y 4�, OREGO ti,O� .p0 BEB .\\ A. HES EXPIRES:06130/2015. April 22,2014 i , wAkN75C-Visc/f y rtesgra;anticcorsaidREAL Win O>.`iTHIS AND:ACTL`ED!4S75 OEse REFERENKMWI7473c2/19/24@DEr t/SE �•• Design valid for use only with M1ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-riot truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IM! fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IPil Quality Cdteda,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95810 €45xtuthern Pine(SP)turrtherax;pe ified,thea eign values are these 06/01/2013 byJs tC Job Truss Truss Type Qty Ply 58 R41832536 PL14-90UP FG1 FLOOR GIRDER 1 i Job Reference,(ootionall Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MITek Industries,Inc.Mon Apr 21 15:39:34 2014 Page 1 I D:j7axn40sH nThlyaUAczwOszx1 UY-kolEMlnBUpPYebTohePs8w26nvzq?7vC?wstLPzOQTN 1-4-12 I 1-40 I 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 H N L A 5 4 3x4= 3x4= I 2-11-12 I 2-11-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) 0.00 5 *"** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.09 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:15 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 4=253/Mechanical,5=249/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-4=-309/0,2-5=-304/0 NOTES ,-.ror,0„Asios,„\\,,,,,,1)Refer to girders)for truss to truss connections.2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4,3)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 E"" �� be attached to walls at their outer ends or restrained by other means. / NI. ill 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. itr r 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). " k,' 4963941 LOAD CASE(S) Standard GISTS 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 -. Uniform Loads(plf) Vert:4-5=-10,1-3=-100 Concentrated Loads(Ib) Vert:2=-188(F) 41 0 PROFFS `x 87022PE r" -17,),„��j E3REG0 1,5)....‘,4,4/ 0 `� #3ER 1\ A. H 2' EXPIRES:06/30/2015 April 22,2014 t r WARNI: .4er•Pgdesignparamesrsand aiD'ESO"N THIS AMi it/I€SH EKTtEFEREM'EPAGEMUU7473srxJ/28/28J&88 i1E{SE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. �f Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the e ' e * erector.Additional permM anent 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/T1.11 Qualfly Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss.Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 ft Southern Pine(51')lionise:r is specified.Fheu4esinn values are Hume effective 06/01,/201;5 tsyALSC Job Truss Truss Type Qty Ply 5B R41832537 PL14-90UP FG Floor Ginter 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:33 2014 Page 1 ID:j7axn4OsHnThyaUAczwOszX1 UY-FbBs8QmZjVHh1 Rub8xudcjWuGVbcGeL3nG7JpzzOQTO I 1-6-0 I 1-5-10 1 1 1-2-0 I I 1-4-14 I 2-6-0 Scale:3/4"=1 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4= 11 3 4 53x4 = 6 ao- ez77a 0 N e /y \p 1: 9 e e 8 3x4= �) �0��((�\ 3x4= L, 3x4= 3x4= I 3-2-10 1 3-9-10 I 4-4-10 1 8-6-8 I 3-2-10 0-7-0 0-7-0 4-1-14 Plate Offsets(X,Y): 18:0-1-8,Edael,19:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 .TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) -0.04 9-10 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=497/0-2-12 (min.0-1-8),7=412/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 010NIG TOP CHORD 2-11=926/0,3-11=-926/0,3-4=-926/0,4-5=-926/0 .7���� BOT CHORD 9-10=0/669,8-9=0/926,7-8=0/771 0 {) WAS i. 4 WEBS 2-10=-804/0,2-9=0/327,5-7=-833/0,5-8=0/303 s ,�' ' /Hr Q i 1" / 0 'd NOTES t -, L., 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. f^' 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to rd1j) 49639 '� be attached to walls at their outer ends or restrained by other means. �,� �.3 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. , + G The design/selection of such connection device(s)is the responsibility of others. ' ONAL 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 r-itO PR Orr Uniform Loads(plf) A, s Vert:7 10=-8,1-6=-80 ` ENGINEF9. /0 Concentrated Loads(Ib) Vert:11=-169(B) 4t' 870 2PE. 1 42('-'2>, OREG N00 IIER \ \ ?E961 EXPIRES:06/30/2015 April 22,2014 a r A WAFf/7:4i Veal,design rarametrs snd REAL//T TES ON MKS AM I lL/SED MITEIC REFERENCE PAGE MIT 7 473 tc o,1/1512014 BEFORE USE .... Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown ill is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding (XB A fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCS1 building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 1f Southern.Pirie(SP)fumf er is reesireut.the design:ua.+ues areThese effective oe/0312,31.3 txyM.t SC Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4 Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I (Drawings not to scale) Damage or Personal Injury MIMr Dimensions are in ft-in-sixteenths. hI:ik Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 0'1/1 6' IIIME2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves ° IhilliEllte 4gmay require bracing,or alternative Tor I bracin should be considered. ip 3. Never exceed the design loading shown and never U stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c�e ce"� cs e designer,erection supervisor,property owner and plates 0-'nd' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from * CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available In MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR-2362,ESR 1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION Southern Pine lumber designations are as follows: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that e Indicated by symbol shown and/or SYP represents values as published specified. by text in the bracing section of thebAWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. I Indicates location where bearings (supports) occur. Icons vary but O a 16.Do not cut or alter truss member or plate without prior ■� reaction section indicates joint 2012 MiTek®All Rights Reserved approval of an engineer. number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 11.1.110 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: ANSI/TPI1: National Design Specification for Metal project engineer before use. 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. NI is not sufficient. BCSI: Building Component Safety Information, a M 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 40'-0' IGARAGE LEFT . 11-11. ] .' O '�p = -, 1Si3 so, W CD Cel --3 -' "'"3 —3 — �- ASJ1 ASJ1 1q • ASJ2 IOA ///1‘ /// ASJ2 H AH1(2) - 6:12 9/0) , LOv , — AH2 /V AH3 / I OF AH6 AH7 Al (4) AH7 6:12 . ' �. y .. _ 8:12 . _ AM - — ® BH3 "IL, -- _ _ BH2 BH1(2) , 6:12 E2 II s•�� (3) zr27. �`1 8:1 v WI v - r • to ( itiONFORMS TO DESIGN CONCEPT , : 12 :1 ❑ C)NFORMS TO DESIGN CONCEPT WITH G _ REVISIONS AS S TOWN 20'-41/2' QX CONFORMS TO DESIGN CONCEPT ElNON-CONFORMIPT-REVISE AND RESUBMI1 \ 81-9' ©CONFORMSTODESIGN CONCEPT WITH M REVISIONS NO7E0 THIS SHOP CRAVING HAS BEEN REVIEWED FOR GENERAL CONFOR1IRNCE a� _ ©NON-CDNFORMING-REVISE&RESUBMIT WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE :_,>c:aeric u ee= e.a?rs n; e•eru :Irwrx+v: FABPICATOR,VENDOR OF RESPCISIBI-ITY FOR CONFORMANCE',11TH THE ,,, �s x -F sl, :k r,A. c.. DESIGN DRAWINGS AND SPECIFICATIONS ALL CF 1W-1 HAVE PRIORITY RAY1 rru,.r.E G, r6,,, „AVE M ph x F ku OVER THIS SHOP DRAWING. CJrparT^4 PPM I uFF•cv t'i r�ru=sic=^,ac �y Sy Alexia Fukui Date 9/22/14 By: Todd R. Eaton Date: September 19, 2014 MILBRANDT ARCHITECTS CT ENGINEERING INC @ Copyright CompuTrusInc.2006 Bim- 735T1.DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/31/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-f: DRAWINGS FOR ALL FURTHERs PLAN 5-B COFFER INFORMATION. K„,: PLAN. DESIONSIBLE F DESIGNER/ENGINEER NON-TR RD �h� umber RESPONSIBLE FOR ALL NON-TRUSS DRAWN BY:JP REVISION-2: TO TRUSS CONNECTIONS.BUILDING 5 / B CHECKED BY.' ' T R S S ;DESIGNER/ENGINEER ANDAPPROOFVE RECOROFALLD TO DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. ?., 1/8”= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4, No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design Is furnished subject to the limitations set forth by 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). vii ° . „N ), irt'& e(Yi 0 ' t°t g a4to26 c:P � Y r4)1411/ ..°' EXPIRES 6/30116 IIIIIIIIII III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0 42 2-10=(-958 2635 3-10=(-318) 336 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3001` 1231 10.11=(-697) 2186 10. 4=(-120) 564 WEBS: 2x4 KDDF STAND 3- 4=(-2717) 1165 11-12=(-716) 2136 4-11=(-785) 486 LOADING 4. 5=(-1912) 966 12- 8=(-960) 2567 11- 5=(-551) 1293 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1912) 966 11- 6=(-785) 486 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2717) 1165 6-12=(-120) 565 TOTAL LOAD = 42.0 PSF 7- 8=(-3001) 1231 12- 7=(-318) 336 OVERHANGS: 10.0' 10.0" 8- 9=( 0) 42 LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, 0'- 0.0" -276/ 1775V -226/ 226H 5.50" 2.84 KDDF ( 625) 40'- 0.0" -276/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) 'COND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.178" @ 20'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.330" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001' @ 40'- 10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 40'- 10.0" Allowed = 0.111° MAX HORIZ. LL DEFL = 0.070' @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.117' @ 39'- 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES 20 00 20-00 NOT EXCEED 19%AT TIME OF MANUFACTURE. T T Design conforms to main windforce-resisting 7-00-05 6-05-13 6-05-13 6-05-13 6-05-13 7-00-05 system and components and cladding criteria. 12 12 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 p M-4x6 Q 6.00 load duran factor=1.Bet.2, Exp.B, MWFRS(Dir), tio , 4.0" Truss designed for wind loads 5 in the plane of the truss only. M-5x6(5) M-5x6(S) 443%i%4....%%%.,..0.25" 0 4 +1 o M- 1.5x4 M 1.5x4 M co O O /- 0 10 1 12 O o M-3x8 M-3x4 0.25" M-3x4 M-3x8 0 M-5x8(S) • y ; y y 10-03-04 9-08-12 9-08-12 10-03-04 y y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - Al Scale: 0,,552 ��'t4 LC'S WARNINGS: GENERAL NOTES,unless otherwise noted: /II 29 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 lY !C�G ` r" and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: Al 2.2x4 compression web bracing must be installed where shown v. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at :� DES. BY: BS Is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c,respectively unless braced throughout their length by P b P continuous sheathing such as plywood sheathing(TC)and/or drywal C). ABru 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. : C' 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -�Y OREGON (rj S E Q. : 5992791 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G.. 4, ..,,/)` ,` design loads be applied to any component. and are for"dry condition"of use. "9}+ rLt5 A--a. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if © 14, sy c necessary. ME' V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage N provided. (�,,, 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111 TPINVECA in BCSI,copies of which will be furnished upon request. git coincide with joint in che. 9.Digitsso ncide size of t center to inches.li . 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 11411 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 116BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.12=(-1420) 2608 12- 3=( 0) 291 BC: 2x4 KDDF k16BTR SPACED 24.0' 0,C. WEBS: 2x4 KDDF STAND 2- 3.(-3048) 1745 113=(-1422) 2605 3-13=�-547) 259 LOADING 3- 4=(-2505 ) 1688 13.3.14=(-1231) 2235 13- 4=(-102) 534 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4. 5=( -597) 766 14.15=(•1231) 2235 13- 6=(-348) 150 BC LATERAL SUPPORT <= 12"0C. UON. 4- 6=(-1683) 1035 15-16=(-1449) 2605 14- 6=( 0) 311 DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( -481) 778 16-10=(-1447) 2608 6-15=(-348) 150 TOTAL LOAD = 42.0 PSF 6- 8=(-1683) 1035 8.15=(-102) 534 NOTE: 2x4 BRACING AT 24"OC UON. FOR 7- 8=( -597) 766 15- 9=(-547) 259 ALL FLAT TOP CHORD AREAS NOT SHEATHED $ LL = 25 PSF Ground Snow (Pg) 8. 9=(-2505) 1688 9.16=( 0) 291 9.10=(-3048) 1745 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 10-11=( 0) 42 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 10.0" 10,0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. M-1.5x4 or equal at non-structural BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA vertical members (uon). LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) O'- 0.0" -460/ 1775V -197/ 197H 5.50' 2.84 KDDF ( 625) Unbalanced live loads have been 40'- 0.0° -460/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) considered for this design. Connector plate prefix designators: 'COND. 2: Desiyn checked for nett-5 nsf) uplift at 24 "oc seacing.I C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, 11=1/180 M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = •0.001° @ 0'--10,0" Allowed = 0.111" MAX LL DEFL = 0.235" @ 22'- 7.4° Allowed = 1.954" MAX TL CREEP DEFL = -0.334" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.098" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.123" @ 39'- 6.5° 17-11-11 4-00-10 17.11-11 DESIGN ASSUMES MOISTURE CONTENT DOES T T T ,' NOT EXCEED 19%AT TIME OF MANUFACTURE. 7-03-04 6-05-04 4-00 00-05 4-03-03 6-05-04 7-03-04 Design conforms to main windforce-resisting 14-00 ' -03-06 ' 1' ' T system and components and cladding criteria. 14-00 Wind: 140 mph, h=23.7ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, 12 M-4x6 M 4x6 T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=l.6, 6.00 5 M-3x8$ /- Q 6.00 Truss designed for wind loads o in the plane of the truss only. M-4x6 - M-4x6 M-5x6(5) 4 $ N� M-5x6(5) c ma, 3 0.25" o 0.25" M O co A- ciI 1� 12 13 IIT:Tt 31 15 ,t o o 1M-3X8 M-1.5x4 M-3x8 0.25" M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) ), 1, 1, 1, ,1 ), 1, J, 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 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH7 Scale: 0.1547 ROP „fitkV v.-- ri,es„WARNINGS: GENERAL NOTES,unless otherwise noted: f �' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 'CC' ' �J, � Truss: AH7 and Warnings before construction commences. building component.Applicability of design parameters and proper LLLL 2.204 compression web bradng must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction DES. BY: BS 2.Design assumes the top and bottom chords to be laterally braced at >r is the responsibility of the erector.Additional permanent bracing of o.c.and 01 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). " , DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 41 it /� 4.No load should be appted to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON ` . S E Q 9L ,,Jr, t ek TRANS I D: 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 full beating at all supports shown.Shim or wedge if �, ,�Q �' 14} ���jty fabrication,handling,shipment and Installation of components. necessary. �} ` 6.This design is furnished subject to the!irritations set forth 7.Design assumes adequate drainage is provided. 4 t••s I � I IIIIII IIII IIIA IIII VIII VIII VIII IIII IIII 8 Plates shall be located on both faces of truss,and placed so their center +�n TPINVTCA In BCSI,copies of which will be furnished upon request. 9.lines coincide with Joint center hes.MiTek USA,InC./CofnpUTrus Software 7.6.6(1 L)-E 10.FFor�basic connectorplatetdesign values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 I 0111111 IIA IIIIIII 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 q1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.12=(-1076) 2619 12- 3=( 0) 291 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3057) 1363 12-13=(-1078 2618 3-13=(-534) 316 WEBS: 2x4 KDDF STAND 3- 4=(-2492) 1266 13-14=) -957` 2433 13. 4=(.267) 708 LOADING 4. 5=( 0) 0 14.15=( -957) 2433 13- 6=(-540) 250 TC LATERAL SUPPORT <= 12"OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2136) 1208 15.16=(-1130) 2616 14- 6=( 0) 311 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8= -2136 1206 16-10=(-1128) 2619 6-15=(-539) 250 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 8-15=(-268) 708 8- 9c(-2492) 1266 15- 9=(-534) 316 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-3057) 1363 9.16=( 0) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 42 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 10.0' 10.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -319/ 1775V -156/ 156H 5.50" 2.84 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 40'- 0.0" -319/ 1775V 0/ OH 5.50° 2.84 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 'COND. 2: Design checked for net(-5 aafl 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 = 0.209" @ 26'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.358" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001' @ 40'- 10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001" @ 40'- 10.0' Allowed = 0.111" MAX HORIZ. LL DEFL = -0.083" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.127' @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 15-11-11 8-00-10 15-11-11 ,' ( T Wind: 140 m ht h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-03-04 6-05-04 2-03 -0S 4-00-05 4-00-05 -03-03 6-05-04 7-03-04 (All Heights ), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 14-00 14-00 in the plane of the truss only. f f 6 7 M 4x6 M 4x6 t2 6.00 p 4 M-6x8 !N-4).%.44.b„.. ::%,... . 4 6.00 M-5x8(5) F M-5x8(S) v. 0.25" 0,25" 0 3 + + 4o co vo. c, 401111 444411111111 c� (y O 0 12 13 14 15 16 o M-3x8 M-1.5x4 M-3x8 0.25" M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 y y ., > 0-10 40-00 0-10 Ope JOB NAME : POLYGON PLAN 5-B NH - AH6 `w VO ts,, Scale: 0.1547 WARNINGS: GENERAL NOTES,unless otherwise noted: 44 / - ' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �' 7 2®.w E r Truss: AH6 and Warnings before construction commences. building component.Applicability of design parameters end proper ♦,./ 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ' y+ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at l- t DES. BY: BS is the responsibility 2'o.c.and at 10'o.c.respectively unless braced throughout their le of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaltlh by firC). ' DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ it 7,. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON Ix 4, SEQ. : 59927 93 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, f "'Ti' �u A, design loads be applied to any component. and are for"dry condition"of use. 1 "'�"°, TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the e.andarnecessary.ssumes fua bearing at ail supports shown.Shim or wedge if �� fabrication,handling,shipment and Installation of components. 1-�try-�t 11 p P 7.Design assumes adequate drainage is provided. l'T n 1 4� 6.This design is furnished subject to the'irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII III I VIII IIII VIII IIII IIII TPI/WTCA in SCSI,copies of which will furnished upon request. git coincide with jointfanr tines. 9.Digitsso ncide size of plateein Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIr 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 #18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-10=(-931) 2619 10- 3=( 0) 291 BC: 2x4 KDDF #1&BTR SPACED24.0" O.C. 2- 3=(-3057) 1165 10-11=(-933 2616 3-11=(-534) 368 WEBS: 2x4 KDDF STAND 3- 4=(•2492) 1038 11.12=(-698) 2433 11- 4=(-241) 708 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4- 5=(-2136) 1015 12.13=(-698) 2433 11- 5=(-527) 203 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2136) 1015 13.14=(-957) 2616 12- 5=( 0) 311 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2492 1038 14- 8=(-955) 2619 5-13=(-527) 203 TOTAL LOAD = 42.0 PSF 7- 8=(-3057) 1164 6-13=(-241) 708 NOTE: 2x4 BRACING AT 24'OC UON. FOR 8- 9=( 0) 42 13- 7=(-534) 368 ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) 7.14=( 0) 291 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 10.0" 10.0" LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -247/ 1775V -155/ 155H 5.50" 2.84 KDDF 625) Connector plate prefix designators: 40'- 0.0" -247/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series CORD 2: D. i.n lecke.. for let - "sf u"li at . "oc "aci " VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.179" @ 20'- 0.0" Allowed = 1.954° MAX TL CREEP DEFL = -0.358" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001' @ 40'- 10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = 0.076' @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.127" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.5, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12-00-10 13-11-11 load duration factor=1.6, 13-11-11 T Truss designed for wind loads 7-03-04 6-08-07 6-00-05 6-00-05 6-08-07 7-03-04 in the plane of the truss only. T l' 12 12 6.00 M-4x6 M-3x8 M 4x6 Q 6.00 ' M-5x8(5) "' M-5x8(S) 0.25" v 3 0.25" CDp 00 +. + 11101 u 01 CD CD 10 11 to 13 14 +~� o o M-3x8 M-1.5x4 M-3x8 u.25" M-3x8 M-1.5x4 M-3x8 cr M-5x6(S) > ) ) ) ) ) ) y y 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 0-10 40-00 ) 0-10 JOB NAME : POLYGON PLAN 5-6 NH - AH5 Sala. 0.1547 �v° PRop s 5 GINE / WARNINGS: GENERAL NOTES,unless otherwise noted: //r 1j 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual �� „92 Truss: AH 5 and Warnings before construction commences. building component.Applicability of design parameters and proper LLL�.® E t 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. DES. BY BS 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 7/11/2014 the overall structure is the responsibilityof the buildingdesigner. continuous sheathing such as ptywood required ing(TC)and/or drywall(BC. r , 9 3.2x Impact bridging or lateral bracing where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. `.it .! SEQ. : 5992794 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, Y OREGON TRANS I D: 403334 design loads be applied to any component. ty and are for"dry condition"of use. © Q� 14 a� A. 5.Com uTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if <� fabrication,handling,shipment and installation of components. necessary. ��1{,,,, . 6.This design is furnished subject la the limitations set forth7.Design assumes adequate drainage Is provided. "V/ � ( � I IIIIII III I VIII VIII VIII VIII IIII IIII IIIIby 8.Plates shall be located on both faces of truss,and placed so their center TPINYTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. MiTek USA,InC./COfnpuTrue Software 7.6.6(1 L)-E ate in inches. 10.For�basic ts iconnector cate size oplaf te design values see EOR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 I IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.14=(-1134) 2587 3.14=(-135) 235 BC: 2x4 KDDF (11&8TR SPACED 24.0" O.C. 2- 3=(-3022) 1414 14.15=(-1211) 3183 14- 4=(-296) 899 WEBS: 2x4 KDDF STAND 3- 4=(-2812) 1314 15-16=(-1289) 3398 14- 6=(-976) 443 LOADING 4- 5=( 0) 0 16.17=(-1264) 3183 6.15=( -32) 304 TC LATERAL SUPPORT <= 12"0C" UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2455) 1236 17.12=(-1187) 2587 15- 7=(-197) 130 BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3285) 1508 7.16=(-197) 130 TOTAL LOAD = 42.0 PSF 7. 8=(-3285) 1508 16- 8=( -32) 304 8-10=(-2455) 1236 8-17=(-976) 443 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 10.17=(-296) 899 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-2812) 1314 17-11=(-135) 235 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-3022) 1414 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=( 0) 42 OVERHANGS: 10.0" 10.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series 0'- 0.0' -304/ 1775V -111/ 111H 5.50" 2.84 KDDF ( 625) 40'- 0.0" -304/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) 'COND. 2: Design checked for net(-5 nsfl uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.273" @ 20'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.495" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001' @ 40'- 10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.094" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.146" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria, 11-11-11 16-00-10 11-11-11 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T T T TAll Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-01-08 4-07 2-10-09� 5-01-12 5-01-12 2-10-09 4-07 5-01-08 load duration factor=l.6, k 1 1 T Truss designed for wind loads -03-03 -03 0 in the plane of the truss only. 10-0010-00 5 M-5x6(S) 9 12 12 M-4x6 M-3x4 7 0.25" M-33x4 0-4x6 - 1 6.00 6.00 I-7 y o M-1.5x3 M-1.5x4 m \/\/ ... m M O o 1 d 14 a!' q 18 17 3 o o M-3x8 M-3x8 u.25" 0.25' M-3x8 M-3x8 0 M-5x6(S) M-5x6(S) * ), * ), 1, 1, , y 9-06-12 7-00-01 6-10-05 7-00-01 9-06-12 1, /, 0-10 40-00 0-10 13 JOB NAME : POLYGON PLAN 5-6 NH - AH4 Sala: 0 1547 ��� 'NE 6r WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for an individual 4 " a af:/? ✓ C" Truss: AH4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth by DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(6C). "'- DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ l► tr 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON r SEQ. : 5992795 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, S_ design loads be applied to any component. and are for"dry condition"of use. 7, A, 14, 2P�li,.. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6'necessary.Dsumes full bearing at all supports shown.Shim or wedge If tf ne, fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. �19ER.R l t.\- V 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center r1 IIIIII II II VIII VIII VIII VIII VIII IIII IIIITPINVTCA in SCSI,copies of which will be furnished upon request. sgit coincide with jointae center Ines. 9.Digits nicdtsize off plateIn inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 EMIThis 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 i TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-13=(-1012) 2587 3.13=(-136) 307 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3022) 1237 13-14=1 -974) 3183 13- 4=(-275) 899 WEBS: 2x4 KDDF STAND 3- 4=(-2812) 1094 14.15=(-1050) 3398 13- 5=(-976) 397 LOADING 4- 5=(-2455) 1044 15-16=(-1012) 3183 5-14=( -43) 304 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3285) 1278 16-11=(-1044) 2587 14- 6=(-192) 143 BC LATERAL SUPPORT <= 12"OC. 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 8- 9=( 0) 0 7-16=(-976) 389 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2812) 1112 9-16=(-269) 899 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=(-3022) 1247 16-10=(-136) 293 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=( 0) 42 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 10.0" 10.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, LOCATIONS REACTIONS REACTIONS SIZE SQ"IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -241/ 1775V -111/ 111H 5.50" 2.84 KDDF ( 625) M,M2OHS,M18HS,M16 = Mi Tek MT series 40'- 0.0" -245/ 1775V 0/ OH 5.50' 2.84 KDDF ( 625) ICOND. 2: Design checked for net1-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.246" @ 20'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.495" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ, LL DEFL = 0.088" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.146" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE, Design conforms to main windforce-resisting system and components and cladding criteria. 0-06-08 Wind: 140 mph, h=21.7ft, TCDL=4.2,8CDL=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 � 4-07 T 5-01-08 Truss designed for wind loads If in the plane of the truss only. 10-00 12 M-4x6 M-5x6(S) M-4x6 12 A- / 6.00 p M- x4 6 0"25" M- x4 8 . Q 6.00 c M-1"5x3 o -1"5x4 o a; /\/\ cr) o M o o �M-3x8 M-3x8 b4.25" 0.25' M-3x8 M- 3x8 1.4,142 o M-5x6(S) M-5x6(S) 1, 1, 9-06-12 7-00-01 6-10-05 7-00-01 9-06-12 , , 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - BH3 Scale; 0.1481 �CJ0 PROPe „eo;GN ox WARNINGS: GENERAL NOTES,unless otherwise noted: 5 / 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual Com' .g2®,p E t.. Truss: BH3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web braang must be installed where shown+, incorporation of component Ie the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at , Yw, is the responsibility of the erector.Additional permanent bracing of 2'continuous and at 10'o.c.respectively unless braced throughout their length b 1�`Awr"'. DES. BY: BSpe v 9 g )Y DATE: 7/11/2014 responsibility designer. vImpact ridgisheang or such l bracing cing redquired where s own drywall C, the overall structure Is the res onsibili of the building 3.2x Im act bnd in or lateral re wired where shown++ It G t1 �7 n 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON to SEQ. : 5 992!96 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, /� -ei A, A design loads be applied to any component. and are for"dry condition"of use. .� �'� TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q ' 14, 2 AT` fabrication,handling,shipment and Installation of components. necessary. S 7.Design assumes adequate drainage Is provided. r-� 6.This design Is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center R �'-� VIII IIII VIII VIII VIII IIII II II III IIIIM Te SA,lnc.ICompuTrus I/VVTCA in BCSI,copies of ISoftwarech will be f 7.6.6(1 L)E urnished upon requestcoincideo int center fines. 9.Digits indicate size of plate In inches. 10.For basic connectorplate design values see ESR-1311,ESR-1988(MlTelr) EXPI RES: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 M188TR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-13=(-1214) 2654 3-13=( -13) 272 2x6 KDDF #18BTR T2 SPACED 24.0" O.C. 2- 3=(-3102) 1424 13.14=(-2120) 5340 13- 4=( -309) 975 BC: 2x6 KDDF N188TR 3- 4=(-3143) 1441 14.15=(-2516) 6278 13- 6=(-2713) 1079 WEBS: 2x4 KDDF STAND LOADING 4. 5=( 0) 0 15-18=(-2516) 6278 6-14=( -51) 491 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2796) 1339 16.17=(-2432) 5740 14- 7=( -945) 423 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-5392 2262 17.18=(-1207) 2684 15- 7=( 0) 258 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-5741` 2555 18.11=(-1204) 2686 7.16=( -596) 200 8- 9=(-2744) 1321 16- 8=( -11) 311 LL = 25 PSF Ground Snow (Pg) 9-10=(-2748) 1332 8-17=(-3796) 1672 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11=(-3111) 1425 17- 9=( -913) 2127 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=( 0) 42 17.10=( -354 293 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10.18=( 0) 180 OVERHANGS: 10.0" 10.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -289/ 1775V -1181 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 1COND. 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 = 0.536" @ 19'- 6.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.975" @ 19'- 6.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.097" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.148" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 7-11-11 16-10-08 4-10-13 10-03 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, i "( f f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �3-00.121" 05-0 4-03-15 7-02-06 5-07-11 4-07-05 4-07-06 5-07-10 load duration factor=1.6, Truss designed for wind loads 05 1 in the plane of the truss only. 6-00 12 12 M-4x6 12 6.00 6.00 4.0" " 6.00 5 a M-5x6 M-6 x8 M 3x8 M•5x16� 0 3x4 u) v M.1.5x4 F v _ '�'n 0 0 v o _mdgigliiiiiiikb.%- o /- '- it,. "re' imini_ 13 14 11,6 17 18 .<...4%,,42 i o M-3x8 M-4x12 0.25" M-1.5x4 0.25' M-5x12 M-1.5x4 M-3x8 0 =M-8x8(S) =M-8x8(S) 1, ), y ), ), i, y ,1 , , 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 - BH2 sale: 0.1481 �¢N NOre tis,,,f WARNINGS: GENERAL NOTES,unless otherwise noted: 'v 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for an Individual 4 !( E building component.Applicability of design parameters and proper Truss: BH 2 and Warnings before construction commences. Incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+, 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 DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). " !- DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+* w itt 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON /,(� SEQ. : 5992797 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L, �' 06\ 4-.7s'+ . design loads be applied to any component and are for"dry condition"of use. //, "9y' 26 A•-t- TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If © 14 i necessary. MrV fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage Is provided. L_ R L 6.This design is furnished subject to the!irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111101111 TPIANTCA In BCSI,copies of which will be furnished upon request. lines coincide with jointfcenter Ines. 9.Digits indicatesize oplate to Ines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1958(MiTek) EXPIRES:12/31/2015 OIIIIINI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 40-00-00 GIRDER SUPPORTING 6-00-00 FROM 12-00-00 TO 19-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDOF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 42 2-12=( -958) 5580 3.12=( -120) 766 9.17=(0) 138 2x6 KDOF #1&BTR T2 2- 3=( -6484) 1158 12.13=(-2356) 12824 12- 4.1 -390) 2390 BC: 2x6 KDDF #1&BTR LOADING 3- 4=( -6788) 1218 13-14=(-2778) 15096 12- 5=(-7208) 1432 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( -6064) 1108 14-15=(-2778) 15096 5-13=( -330) 2050 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 40'- 0,0" V 5. 6=(-13056) 2488 15-16=(-2114) 12140 13- 6=(-2176) 410 TC LATERAL SUPPORT<= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0' TO 12'- 0.0" V 6- 7=(-12140) 2210 16.17=( -754) 4772 14- 6=( -310) 1738 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 50.0)+DL( 54.0)= 104.0 PLF 12'- 0.0' TO 19'- 0.0" V 7- 8=( -5222) 946 17.10=( -752) 4772 6.15=(-3278) 800 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 19'- 0.0" TO 40'- 0.0" V 8- 9=( -5218) 952 15. 7=( -258) 1390 9-10=( -5482) 926 7.16=(-8536) 1596 NOTE: 2x4 BRACING AT 24"OC UON. FOR ADDL: BC CONC LL+DL= 841.0 LBS @ 11'- 8.0° 10-11=( 0) 42 16- 8=( -750) 4348 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONE LL+DL= 1384.0 LBS @ 19'- 6.0" 16- Be) -300) 328 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 10.0" 10.0' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES Connector plate no ix desi nators: 0'- 0.0" -629/ 3446V -118/ 118H 5.50' 5.51 KDDF ( 625) ConncoCpa (oP xrdesi] = ors uTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 40'- 0.0' -507/ 2917V 0/ OH 5.50" 4.67 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. _,,_ ( 2 ) complete trusses required. 'COND. 2: Design checked for net(-5 Dsf) uplift at 24 'oc spacing.I ** HANGER BY OTHERS TO APPLY CONC. Join together 2 ply with 16d Common nails staggered at VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9' oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.000° @ 0'--10.0" Allowed = 0.083" LOAD(S) EQUALLY TO ALL MEMBERS. xx 9" oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.000" @ 0'--10.0" Allowed = 0.111" 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.401' @ 19'- 6.0" Allowed = 1.954" + laterally brace to roof diaphragm. 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -1.255" @ 19'- 6.0" Allowed = 2.606" MAX LL DEFL = 0.000" @ 40'- 10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.000" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.070' @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.166" @ 39'- 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 5-11-11 18-10-08 4-10-13 10-03 Truss designed for wind loads T '( '( in the plane of the truss only. f3-00-122-10-15 6-03-15 7-02-06 5-07-11 4-07-05 4-07-06 5-07-10 12 12 12 6.00 p 6.00 V M-4x6 a 6,00 4.0" /- 8 4'7( ill _ o M-5x6 M3510 M- x10 M 5x16M-3x4 6 �M-1.5x4 _o 3 � o � M-3x6 N o s 12 1 4 ��14 T 15 16 17 144 o i M-3x8 M-5x12 30.25" M-3x6 0.25" M-5x12 M-1.5x4 0 M18HS-7x14(S) ** M18HS-7x14(S) 11,841# 1384# /, y 1, 1, y y 1, 1- 1, 1- g,-1p 5-04-12 7-02-06 6-10-14 5-04-03 4-10-13 4-09-02 5-05-14 Oy1p JOB NAME :° POLYGON PLAN 5-B NH - BH1 40-00 Scale; 0.1480.10 �� D � ore WARNINGS: GENERAL NOTES,unless otherwise noted: GIN 'T 17. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4.' "\ .92.,O E Truss: BH1 and Warnings before construction commences. building component.Applicability of design parameters and proper III 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chards to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'c.c.and at 10'o.c.respectively unless braced throughout their le th by the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood in ere s and/or drywel C). „�. DATE: 7/11/2014 P tY 9 3.2x Impact bridging or lateral bracing required where shown++ 40 'Z" 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON SEQ. : 5992798 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, , if_ /�J TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. qY O\ 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing M all supports shown.Shim or wedge If e - 1 hc'.. fabrication,handling,shipment and Installation of components. necessary. ^1'l ri q- 7.Design assumes adequate drainage is provided. '✓J`4` ` SJ 6.This design is furnished subject to the Pmitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center E• I IIIIII II II VIII VIII VIII VIII VIII III IIIITPI/WTCA in BCSI,copies of which will be furnished upon request lines coincide w th joint center Anes 9.Digits Indicate size ofi plate ine inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 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 k1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.15=(-1678) 3991 15- 3=(-353) 977 12-23=(0) 242 BC: 2x4 KDDF M1&BTR SPACED 24.0" O.C. 2- 3=(-4625) 1974 15.16=(-1549) 3653 3.16=(-721) 416 WEBS: 2x4 KDDF STAND 3- 4=(-3338) 1493 16.17=(-1176) 2930 16- 4=( -19) 289 LOADING 4- 5=(-2840) 1382 17.18=(-1056) 2757 4.17=(-519) 279 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 19-20=) 0) 0 17- 5=(-400) 969 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2481) 1295 18-20.(-1045) 2776 17- 7=(-640) 312 TOTAL LOAD = 42.0 PSF 7- 8=(-2785) 1416 20-21=(-1031) 2727 7-18=(-153) 492 8- 9=(-2797) 1389 21-22=(-1092) 2794 18- 8=(-182) 325 NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.11=(-2288) 1229 22-23=(-1136) 2635 20- 8=(-665) 315 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 0 23-13=(-1134) 2638 8-21=( -75) 153 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-2643) 1300 21- 9=( 0) 216 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=(-3077) 1361 9.22=(-710) 315 OVERHANGS: 10.0" 10.0" 13-14=( 0) 42 11.22=(-284) 807 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 22-12=(-385) 243 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -308/ 1775V -133/ 133H 5.50" 2.84 KDDF ( 625) 40'- 0.0" -309/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.260" @ 16'- 6.2" Allowed = 1.954" MAX TL CREEP DEFL = -0.466" @ 16'- 6.2" Allowed = 2.606" 0-01-05 MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" I MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" 13-11-11 12-00-10 13-11-11 MAX HORIZ. LL DEFL = -0.122" @ 39'- 6.5" 2-09 4-05-12 4-05-1205 04 6-01-04 L 2;03-9 6-03-04 MAX HORIZ. TL DEFL = 0.188" @ 39'- 6.5" '' T ' 2-031 ' 13.04-13' I 5-05 -04 ' 1' DESIGN ASSUMES MOISTURE CONTENT DOES 12-00 1P-00 NOT EXCEED 19%AT TIME OF MANUFACTURE. T T T T Design conforms to main windforce-resisting 12 M-61x4 10 12 system and components and cladding criteria. 6.001/ M-4x65 7 M-11x8 M-31x4 1 /- M-4x6 4 6.00 Wind: 140 mph' h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, / - ,,,... (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-3x44 M-3x4 Truss designed for wind loads 0 2 in the plane of the truss only. r'.- %M-4x43 co co o �, o 11 M-3x8 y`_,� M 3x8 0 f-L; �� 1 - `�15 16 17 18 T ".��4 0 0 0 o M-5x8 M-3x4 M-3x8 m.0(6 20 0.241 M-3x8 M-1 0 0 o M-3x4+ M-4x10 M 3x42.75 1.89 12 M-5x6(S) 12 09-1 y ), ), 3- y y y y y y y-05-0 4-05-12 4-07-08 1,08-0, 6-03-063 6-01-04 5-05-04 6-01-08 , * 0-1y0 2-05-08 11-11 ,2-00 23-07-08 0,10 y y 14-04-08 25-07-08 yy 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH5CScale: 0,1332 ��sko) PR p,�fi�,s IN 9 / NC,, WARNINGS: GENERAL NOTES,unless otherwise noted: 45/ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual C.' <9 fr." building component.Applicability of designparameters and proper and4 Warnings before construction must commences. P PP ty 9 P Pe Truss: AH5CIncorporation of component is the responsib Ity of the building designer. 2.2x4 compression web bredng be Installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at "'� 3.Additional temporary bracing to Insure stadRty during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 414001W. DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ f 4.No load should be appled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. y' OREGON 14 SEQ. : 5 992799 fastenem are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 4. �1 =,O design loads be applied to any component. and are for"dry condition"of use. / '9}+ YZp -.L A. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if Q �{I 14 r necessary. '1 f� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 4 `,,. 8.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII VIII VIII VIII VIII IIII IIIITPINYTCA in BCSI,copies of which v411 be furnished upon request. linescoincide cwith jointcenter lines. 9.Digits oindtsize offplate inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 i I I11IIIIIIIIIi This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DIF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-13=(-1439) 3991 13- 3=(-298) 977 9-20=(-264) 807 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4625) 1712 13-14=(-1329) 3653 3-14=(-721) 386 20-10=(-387) 302 WEBS: 2x4 KDDF STAND 3- 4=(-3338) 1292 14.15=(-1028) 2930 14- 4=( -14) 289 10.21=( 0) 242 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4- 5=(-2840) 1155 15.16=) -815) 2757 4-15=(-519) 342 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2481) 1098 17-18=( 0) 0 15- 5=(-337) 969 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2785) 1177 16-18=( -812) 2776 15- 6=(-640) 244 TOTAL LOAD = 42.0 PSF 7- 8=(-2797) 1159 18-19=( -802) 2727 6.16=(-161) 492 NOTE: 2x4 BRACING AT 24"OC UON. FOR 8- 9=(-2288) 1038 19-20=( -834) 2794 16- 7=(-104) 312 ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) 9.10=(•2643) 1076 20-21=( -972) 2635 18- 7=(•665) 253 10-11=(-3077) 1172 21-11=( -970) 2638 7.19=( -55) 136 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=( 0) 42 19- 8=( 0) 216 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 8.20=(-710) 275 OVERHANGS: 10.0" 10.0° Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) M,M20HS,M18HS,M16(or = MiTek MT series 0'- 0.0" -242/ 1775V -133/ 133H 5.50' 2.84 KDDF ( 625) 40'- 0.0" -242/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) )COND. 2: Design checked for net(-5 gsfl uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'-•10.0° Allowed = 0.111' MAX LL DEFL = 0.232" @ 16'- 6.2" Allowed = 1.954" MAX TL CREEP DEFL = -0.466" @ 16'- 6.2" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0' Allowed = 0.111" MAX HORIZ. LL DEFL = 0.112" @ 39'- 6.5" MAX HORIZ. IL DEFL = 0.188" @ 39'- 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 11-11-11 16-00-10 11-11-11 Design conforms to main windforce-resisting 2-09 4-05-12 4-08-15 2.01-0qI' 6-01-04 5-04-13 5-08-07 6-03-04 system and components and cladding criteria. 12 -05-0,' f f f f Wind: 140 mph, h=22.2ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, 6.00 M-4x6 M-4X6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 M- x4 M-3x8 M-ix4 y Q 6.00 load duration tactor=1.6, r Truss designed for wind loads in the plane of the truss only. M-3x4 0 4 M-3x4 `O %M-4x41 L, cocoM 3 x 8 3 CV 13 1-4 M 3x4 M-3x8 16n 18 0.251p 20 21 .��2 o M-3x8 M-1.5x4 M-3x8 0 M-3x4+ M-5x6M-4x10 M-5x6(S) .. M-3x4+ 2.75 69 12 y y 12 y ,2-09-12 )' J° ), y y , , -05-0$ 4-05-12 4-07-08 l,08-0, 6-03-06 6-01-04 5-05-04 6-01-08 y , 0-19 2-05-08 11-11 ,,2-00 23-07-08 0,-10 Y y 14-04-08 25-07-08 0-10 40-00 y y 0-10 JOB NAME : POLYGON PLAN WARNING5-B NH - AH4C GENERAL NOTES, Scale: 0.1499 `����GIN?.4u ' unless otherwise noted: C? / •T y. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual �� 92� �- '� Truss: AH4C and Warnings before construction commences. building component.Applicability of design parameters and proper l t'' 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. DES. BY BS 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ✓ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and 0110'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywatl(BC). /`, r , 11r, DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be appled to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 5 992800 fastens s are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, - , �� ��ut /4, design loads be applied to any component. end are for"dry condition"of use. L TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q 14 fabrication,handling,shipment and Installation of components. necessary. q,, ,Cy 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided. ill f�Pi R)O- V 111111111111111111111111111111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. 8.nes c indde with joates shall be int center on tl facese59.Digits of truss,end placed so their center r7 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E nches. 0.For basic connecate ctoof plate plate In n values see ESR-1311,ESR-1988 P 9 (MiTek) 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 H1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.17=(-1427) 3488 17- 3=( -209) 663 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4158) 1779 17.18=(-1262) 3045 17- 4=( -186) 353 WEBS: 2x4 KDDF STAND 3- 4=(-3725) 1660 18-19.(-1439) 3656 4-18=( -191) 182 LOADING 4- 5=(-3215) 1467 20.21=( 0) 0 18- 5=( -402) 1134 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 19-21=(-1501) 4109 18- 7=(-1196) 523 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2846 1359 21-22=(-1559) 4171 7.19=( -269) 907 TOTAL LOAD = 42.0 PSF 7- 8=(-4286) 1837 22-23=)-1449) 3686 8-19=( -85) 46 8- 9=(-4282) 1836 23-15=(-1108) 2440 19- 9=( -253) 596 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-4019) 1727 21- 9=( -822) 404 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3994) 1670 21.10=1 -192) 106 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-13=(-2515) 1227 10-22=( -310 220 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12.13=( 0) 0 22-11=( -80) 536 OVERHANGS: 10.0" 10.0" 13.14=(-2863) 1308 11.23=(-1427) 576 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 14.15=(-2908) 1337 13-23=( -284) 918 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15-16=1 0) 42 23-14=( -2) 204 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA JT 15: Heel to plate corner = 2.00" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -300/ 1775V -89/ 89H 5.50" 2.84 KDDF ( 625) 40'- 0.0" -301/ 1775V 0/ OH 5.50" 2.84 KDDF 625) ICOND. 2: Design checked for nett-5 osfl uplift at 24 "oc scacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" 9-11-11 20-00-10 9-11-11 MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111' MAX LL DEFL = 0.381' @ 21'- 6.8' Allowed = 1.954' MAX TL CREEP DEFL = -0.712' @ 21'- 6.8" Allowed = 2.606' 2-08-08 2-03-03 3-01-04 5-07-13 3.01-02 3-10 MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" f ff f f 'f T MAX TL CREEP DEFL = -0.001' @ 40'- 10.0" Allowed = 0.111" 2-01-12 2-10-04 0-08-05 2-01-1-/ 5-04-05 Z-03.03 3-10-08 T f f f f f f "( f T T MAX HORIZ. LL DEFL = -0.131' @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.207" @ 39'- 6.5" 5-00 8-00 DESIGN ASSUMES MOISTURE CONTENT DOES 12 M-5x6(S) 12 NOT EXCEED 19%AT TIME OF MANUFACTURE. 6.00 -3X4 M-3x4 12 4 6.00 syesisting stem and sign fcomponents orms to land n 3cladding rcriteria. /- M-5x6 =M-4x4 M-4x6 M 1 5x4 0. 5' 3 5 7 6 g t� 11 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x4 r y (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), v 4 M-1.5X4 load duration factor=1.6, //eV o + 4 Truss designed for wind loads �, M-1.5x43 in the plane of the truss only. 0 o M-3x8 „T��_ o oo� .:1- 1 .....,-,:t 18 10 21 Z ,i�1 6 � o M-3x8 0 o M-5x10 M-6x10 0.2�'� M-3x8 M-3x8 0 M-3x4+ M-3x4+ M-4x12 - 2.75 1.89 v M-5x8(S) 1J' y )' )' y2 1 J' /' 2-00 5-06-12 6-04-04 1-00-1 y 9-03-04 8-02-04 7-06-12 y yy y y 0.110 2-00 11-11 y2-00 24-01 -10 13-11 26-01 yy 1, /, 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH3 Scale: 0,1400 �,� y.�aGNE -r WARNINGS: GENERAL NOTES,unless otherwise noted: 4 B/ ., 1.Builder and erection contractor should be advised of all General Nates 1.This design Is based only upon the parameters shown end is for an Individual 0 0 E and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: AH 3Incorporation of component is the responsibility of the building designer. 2.2z4 compression web bracing must be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by " DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalt(BC). " DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ ♦ fir" SEQ. : 5992801 4.No load should be appled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. �"OREGON Vit(/ fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �4. v.4 ' �fl''yp` design loads be applied to any component. and are for"dry condition"of use. /� f'' 1 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for he 6.oecesse assumes full bearing at all supports shown.Shim or wedge if `✓ {� fabrication,handling,shipment and installation of components. ry. ti ACy 5y� V p P 7.Design assumes adequate drainage Is provided. r-I n Y� 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII VIII VIII VIII VIII IIII IIIITPINVTCA in BCSI,copies of which will be furnished upon request. sgit cdicawith Joint center Ones. 9.Digits indicate i size oftplate in inches. MiTek USA,InC./CompuTrus Software 7.6.6)1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 1111110111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 42 2-15=(-1267) 3488 15- 3=( -161) 663 21.12=(0) 204 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2- 3=(-4158) 1554 15.16=(-1096) 3045 15- 4=( -173) 353 WEBS: 2x4 KDDF STAND 3- 4=(-3725) 1463 16.17=(-1145) 3656 4.16=( -192) 258 LOADING 4- 5=(-3215) 1216 18-19=( 0) 0 16- 5=( -358) 1134 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2846) 1133 17-19=(-1245) 4109 16- 6=(-1196) 451 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-4286) 1560 19-20=(-1292 4171 6-17=( -275) 907 TOTAL LOAD = 42.0 PSF 7- 8=(-4282) 1558 20-21=(-1162 3686 7.17=( -85) 56 8- 9=(-4019) 1481 21-13=( -978) 2440 17- 8=( -184) 596 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-3994) 1421 19- 8=( -822) 337 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=(-2515) 1026 19- 9=( •182) 104 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=(-2863) 1085 9-20=( -310) 224 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=(-2908) 1176 20-10= -84) 536 OVERHANGS: 10.0" 10.0" 13.14=( 0) 42 10.21=(-1427) 518 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 11.21=( -266) 918 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) JT 13: Heel to plate corner = 2.00" 0'- 0.0" -235/ 1775V -89/ 89H 5.50" 2.84 KDDF ( 625) 40'- 0.0" -236/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) )GOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.354' @ 21'- 6.8" Allowed = 1.954" MAX TL CREEP DEFL = -0.712" @ 21'- 6.8" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = 0.124" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.207" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES 7-11-11 24-00-10 7-11-11 NOT EXCEED 19%AT TIME OF MANUFACTURE. 2-01-1 3-01-076 3-01-04 5 07.13 5 04-05 5-01-02 4-01-03 3-10-08 T Design conforms to main windforce-resisting gI' 1L system and components and cladding criteria, 2-08-0 8 12-08-05 2-01-1L 12 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0 ASCE 7-10, 12 M-3x4 M-5x6(S) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 V M-5x65 M- x4 M-1.75x4 0�5 =M-4x4 M-4x6 Q 6.00 load duration factor=1.6, 8 10 1 Truss designed for wind loads M-3x4 I y - s in the plane of the truss only. ,r 4 M-1.5x4 M-1.5x4AIL + 2 m M-3x8 - O N O T� O �oo o 1 "5 M 5x10 16 17 18 ///// 4 ,n o O M-3x4+ M-3x8 19 19 �O 21 `11 M-3x4+ M-6x10 0.25' M-3x8 M-3x8 O a 2 75 1.89 M-4x12 M-5x8(S) 12 , , 12 J' y )' y ), )' , ), °),' 0oy 5-06-12 6-04-04 1-00-12 9-03-04 8-02-04 7-06-12 y y 0-10 2-00 11-11 ,2-00 24-01 Oy 10 y y 13-11 26-01 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH2Scale: 0.1550 <(,-'so pN s, ca 1- 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 C: 1.92 0.0 E r Truss: AH 2 and Warnings before construction commences. building component.Applicability of design parameters and proper G 2.2x4 compression web bracing must be installed where shown.. incorporation of component is the responsibility of the building designer. Alle, 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top end bottom cholla to be laterally braced at DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE 7/11/2014 responsibilitybuilding designer. continuous bridging ng such as plywoodrequired where and/or drywall(BC). �,-+,1"_- the overall structure Is the res onsibili of the 3.2x Impact or lateral bracing required where shown.. Q 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON to 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, �4. b k design loads be applied to any component. and are for"dry condition"of use. /� 1 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 <0 �� 14, 2°�,`E- fabrication,handling,shipment and Installation of components. necessary. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 4il�� `�.`" IIIIII II II VIII II I VIII IIII IIII IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 40-00-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 42 2.14=(-3052) 8834 14- 3=( -652) 2126 10.20=(-562) 1884 2x6 KOOF #1&BTR 72, T3 2- 3=(-10036) 3504 14-15=(-2800) 8048 3-15=( -842) 308 20.11=(-288) 726 BC: 2x6 KDDF #1&BTR LOADING 3- 4=( -7926) 2942 15-16=(.4330) 11250 15- 4=( -860 2530 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( -7068) 2654 16-17=(-5512) 14076 15- 5=(-4662) 1980 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=(•11444) 4480 17-18=(-5048) 12796 5.16e( -398) 1412 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 34'- 0.0" V 6- 7=(•14240) 5666 18-19=(-5020) 12570 16- 6=(-2954) 1272 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 34'- 0.0" TO 40'- 0.0" V 7- 8=(•12464) 5012 19.20=(-4110) 10414 6-17=( -414) 1192 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 40'- 0.0" V 8- 9=(-11704) 4500 20-12=(-1888) 5362 17- 7=( -946) 2576 9-10=( -5842) 2162 18- 7=(-2594) 1180 NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0' 10-11=( -6516) 2378 18- 8=( -114) 122 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 34'- 0.0" 11.12=( -6230) 2234 8-19=(-1142) 820 12.13=( 0) 42 19- 9=( -392) 1702 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9-20=(-4962) 2222 OVERHANGS: 10.0' 10.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0' -1152/ 3391V -65/ 65H 5.50" 5.43 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 40'- 0.0' -1152/ 3391V 0/ OH 5.50' 5.43 KDDF ( 625) _,,_ ( 2 ) complete trusses required. Join together 2 ply with 16d Common nails staggered at 9" oc in 1 row(s) throughout 2x4 top chords, ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc soacing.I xx9" oc in 2 row(s) throughout 2x6 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.000" @ 0'--10.0" Allowed = 0.083" 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.000' @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.565" @ 16'- 4.5" Allowed = 1.954" + Laterally brace to roof diaphragm. MAX TL CREEP DEFL = -1.074' @ 16'- 4.5" Allowed = 2.606" MAX LL DEFL = 0.000" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.000' @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.137" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.220' @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-11-11 28-00-10 5-11-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 2-09 �3-02-11� 3-08-05 4-05 2-03-08 6-02-11 5-11-03 5-06 �2-10.153-00.121 Truss designed for wind loads in the plane of the truss only. 320# 320# 12 12 6.00 M-4x10M-7x8(S) M-5x6 4 6.00 4 M 3x8 =M-6x4 M-4x4 0. 5' M-9x10 0 o %M-4x4 /1� 11111re`_ '`: M•1.5x4 o c'o M 3x101 /�'. �_' 1111111111 o /o o 1 ""--111- F. 11�4 15 16 1® UeBe es 20 +��+3 0 o M-6x8 M-4x10 =M 4x4 =M-10x10 0.251' M-4x10 M-3x8 0 M-3x4+ a 2,75 M-3x4+ M18HS-7x14 :10-8x8(S) M-3x4+ t2 2.75 � M-3x4+ ( ) y2 /2-11.04E y 12 ), y ), J' i , y-05-0P 4-06-12 4-05 J,2 0), 9-02-04 9-00-08 5-04-12 ,, y Oy 1p 2-05-08 11-11 2-00 23-07-08 (1 1) 0-10 40-00 0-101 JOB NAME : POLYGON PLAN 5-B NH - AH1Sale, 0.1546 �SKf‹, IN .9 WARNINGS: GENERAL NOTES,unless otherwise noted: cl4C! 1,, 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for an individual Ct ! S O E t"" Truss: AH1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+, incorporation of component Is the responsiWGty of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of o.c.and at 10'o.c.respectively unless braced throughout their length by of the erector.Additional permanent bracing of continuous sheathingsuch asplywood sheathing(TC)C and/or d t� where s rywall(BC). ,✓ elllrr! DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required whershown++ 0 (r 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor, 17 OREGON tri SEQ. : 5 992803 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4... ht A design loads be applied to any component. and are for"dry condition"of use. / '9j" 2. -�..... TRANS I D: 403334 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes Poll bearing at all supports shown.Shim or wedge if Q 14 fabrication,handing, ne Design asscessary. / /�; R I L"- shipment and Installation of components. 7. 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 IIII IIII III I III I I III IIII IIIII II IIII TPIMfrCA in BCSI,copies of which will be furnished upon request. git dicawith joint aIn che. 9.Digits indicatecoincide size of plate ie Inches.e. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE, TC LATERAL SUPPORT <= 12"OC, UON, LOADING BC LATERAL SUPPORT <= 12"OC. 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. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc TOTAL LOAD = 42.0 PSF M,M20HS,M18HS,(or = MiTek MT series Wind: 140 mph, h=20.4fnc TCDL=4.2,BCDL=6.0, ASCE 7-10, LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for 4-09 4-09 complete specifications. 121' T f 12 6.00 4 6.00 i i M-4x4 A- 3 co O N 2 03 4 03 O,/— NI- 0 O 1 CD /////////////////////////////////////////////////////////////////// O M-3x4 M-3x4 1, y 0-10 9-06 y y 0.10 JOB NAME : POLYGON PLAN 5-B NH - Cl sale: 0.6187 0 ° I Noy.es WARNINGS: GENERAL NOTES,unless otherwise noted: /e, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual 4:r q Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom to be laterally braced at ,,/� DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of c o.c.and at 10'o.c.respectively unless braced throughout their length by ,� continuous sheathing such as plywood where and/or drywalll(BC. - " ' 140PW 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. : G f1 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. CC S E Q. : 5 992804 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, y A_.j.,_OREGON v` design loads be applied to any component. and are for"dry condition"of use. G^"'7 TRANS .L D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim ar wedge If /^ �) 14 2� h fabrication,handling,shipment and installation of components. necessary. V�}' „y s_ 6.This design is furnished subject to the Imitations set forth 7.Designlatesassumes adequatedon odthi faces is pru is,a. ,.Vj�p I IwL V 11111111111111111111 by B.Plates shall be located both faces of truss,and placed so their center +I TPI/VVTCA In BCSI,copies of which will be furnished upon request. lines coincide whh joint center Ines. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.FForr9. lts basicicate size connectorplalate in Inches. te design values see ESR-1311,ESR-1988 (Mitek) EXPIRES:12/31/2015 111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2- 7=(-252) 1166 3- 7=(-283) 205 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2- 3=(-1392) 328 7- 8=( -95) 772 7- 4=(-101) 446 WEBS: 2x4 KDDF STAND 3- 4=(-1216) 326 8- 6=(-246) 1169 4- 8=(-101) 450 LOADING 4- 5=(-1218) 339 8- 5=(-287) 206 IC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1395) 339 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 10.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -143/ 961V -92/ 98H 5.50" 1.54 KDDF ( 625 ector late prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 6.0" -107/ 860V 0/ OH 5.50" 1.38 KDDF ( 625) Conn C,nnctoCpla (or no xrdes.i� = orspuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M2OHS,M18HS,M16 = MiTek MT seriesBOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 oaf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083° MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.037" @ 13'- 5.8" Allowed = 0.979" MAX TL CREEP DEFL = -0.075" @ 13'- 5.8" Allowed = 1.306" MAX HORIZ. LL DEFL = 0.016° @ 20'- 0.5" MAX HORIZ. IL DEFL = 0.026" @ 20'- 0.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 10-03 10-03 Design conforms to main windforce-resisting T T 5 03-14 4-11 02 4 11-02 5.03 14 system and components and cladding criteria. T T Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1212 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-4x6 .. ..16.00 load duration factor=l.6, 6.00Truss designed for wind loads 4.0" in the plane of the truss only. a ,r--,( c M-1.5x4 M-1.5x4 Co y ,. Co y O in co co O A O __ 7 4' 8 **6 O O M-3x4 0.25° M-3x4 M-3x4 M-5x6(S) ), 1, y y 7-00-03 6-05-11 7-00-03 ; y y 0-10 20-06 , JOB NAME : POLYGON PLAN 5-B NH - D2 `�'' GINS s/0 Scale: 0.2933 )l) WARNINGS: GENERAL NOTES,unless otherwise noted: �;4 M�/ "V,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 •• E Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. .,,r' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth by ,r^ �,,'" DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1 444'' DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ w !� C C 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. g OREGON SEQ. : 5 992805 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 1., '7,�r OSS` design loads be applied to any component. and are for"dry condition"of use. O -7 14 2. `%-, TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.neceDesissa assumes full bearing at all supports shown.Shim or wedge if 0. fabrication,handling,shipment and installation of components. ry. tp�A y VV 9 P P 7.Design assumes adequate drainage is provided. �r-p R(.#-�" 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center IIIIII II II VIII III I VIII VIII VIII IIII IIIITPIM?CA In BCSI,copies of which will be furnished upon request. lines coindde with joint center Ines. 9.Dies indicate size offplate in Inches. MiTek USA,InC./Compulrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Welt) EXPIRES:12/31/2015 1E11111 IIIIII 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 IC: 2x4 KDDF N1&BTR; LOAD DURATION INCREASE = 1.15 1-3=(-522 168 1.5=(-127) 422 3-5=(0) 214 2x6 KDDF#1&BTR T1 SPACED 24.0" 0.C. )) WEBS: 2x4 KDDF STANDBC: 2x4 KDDF R 3-4=(-539) 187 5.4=(-123) 424 LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TO LATERAL SUPPORT<= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT<= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) 0'- 0.0" -382/ 424V -32/ 34H 137.50" 0.68 KDDF ( 625 LL = 25 PSF Ground Snow (Pg) 20'- 6.0° -68/ 417V 0/ OH 5.50" 0.67 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psfl uplift at 24 "ac spacing.' M•1.5x4 or equal at non-structural BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 vertical members (uon). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL MAX LL DEFL = 0.000" @ CREEP DEFL = 0.000" @ 111 1 11'- 0.0" Allowed = 0.083" '- 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) = CompuTrus, Inc MAX TO PANEL LL DEFL = 0.007" @ 13'• 2.0" Allowed = 0.291" M,M2OHS,M18HS,M16 = MiTek MT series Refer to CompuTrus standard gable end detail for complete MAX HORIZ. LL DEFL = 0.003' @ 20'- 0,5" specifications. MAX HORIZ. TL DEFL = 0.005' @ 20'- 0.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 10-03 10-03 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14-03 1-06 4-09 load duration factor=1.6, T T / T Truss designed for wind loads 12 =M-4x4+ 12 in the plane of the truss only. /- 6.00 i '" 4 6.00 M-4x6- u; 0 to + + M-3x4+ co 0 1 lo CP J• M-3x6(S) M-3x6 y M-1.5x4 M-3x4 0 ), 11-05-08 , y y ) 15-09 4-09 0-10 20-06 y JOB NAME : POLYGON PLANWARNI5-6NH - D1 GENERAL NO Scale: 0.2892 �c'`� ROF " � N s,/ TES,unless otherwise noted: C`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 y ' „92 1,2. Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper 777GGG/.� E f 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at ,,ems' DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). w+ � 4,41111110. . DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 41 Cr 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 5992806 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 7 , OREGON design loads be applied to any component. and are for"dry condition"of use.Design assumes full bearing at all supports shown.Shim or wedge If 0-1,9 01 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6. 4 2 fabrication,handling,shipment and installation of components. i necessary. f1'' 1 ��+. 6.This design is furnished subject to the limitations set forth by7•Design assumes adequate drainage is provided. frf'p R 11-\-- I IIIIII II I VIII IIII VIII VIII IIII IIII IIII e.Plates shall be located on both faces of truss,and placed so their center X71 r i TPIM?CA in BCSI,copies of which will be furnished upon request. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Zfines coincide with joint center lines. 9.Digits indicate size of plate in inches. c± 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 I 1111 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-5=(-40) 429 5-3=(0) 265 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-574) 113 5.4=(-40) 429 WEBS: 2x4 KDDF STAND 3.4=(-573) 124 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42,0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" 0'- 0.0" -96/ 594V -50/ 57H 5.50" 0.95 KDDF 625) LL = 25 PSF Ground Snow (Pg) 11'- 8.0" -58/ 489V 0/ OH 5.50" 0.78 KDDF ( 625) ** For hanger specs. - See approved plans Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL )COND. 2: Design checked for net(-5 nsfl uplift at 24 "oc spacing.) C,CN,CI8,CN18 no(orrefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M20HS,M18HS,M16 = MiTek MT seriesVERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111' MAX TC PANEL LL DEFL = 0.026" @ 8'- 8.3" Allowed = 0.383" MAX TC PANEL TL DEFL = 0.075" @ 8'- 6.3" Allowed = 0.575" MAX HORIZ. LL DEFL = 0.003" @ 11'- 2.5" 5-10 5-10 MAX HORIZ. TL DEFL = 0.006" @ 11'- 2.5" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 12 NOT EXCEED 19%AT TIME OF MANUFACTURE. 6.00 p IIM-4x4 '. 6.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. ,- 3��,/ Wind: 140 mph, h=20.6ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, �\ oad 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. 0 c!) O c'%) M Cr CO -7'c? V cf.,- m F O /- cf.,- 1 ►a 5 4 *CD * O M-3x4 M-1.5x4 M-3x4 y y y 5-10 5-10 y y y 0-10 11-08 JOB NAME : POLYGON PLAN 5-B NH - E2 �C. GINE-' ' Scale: 0.4999 WARNINGS: GENERAL NOTES,unless otherwise noted: C 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual 4r 7,J41) E -q1,r. Truss: E 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. J r+,r' J! 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at .+� 2'o.c.and at 10'o.c.respectively unless braced throughout their length by f '" DES. BY: BS s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1 WNW. 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'mf` ' SEQ. : 5 992807non-corrosive1. 4.No load should be appPed to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. �"OREGON 1,, w fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a environment, , . "4, 1 • design loads be applied to any component. end are far"dry condition"of use. ✓,, 4'1' 14 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6'Design assumes full bearing at all supports shown.Shim or wedge If Q fabrication,handling,shipment and Installation of components. . r� 1t P Po 7.Design assumes adequate drainage Is provided. ��n'1.-`" 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111 TPIM(TCA in BCSI,copies of which will be furnished upon request. git coincideItwith joint center che. 9.Digitssndsize oplate to Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) EXPIRES:12/31/2015 11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main win dforce-resistingsystem and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF P 9 Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to equal typical et stud verticals. Refer to CompuTrus gable end detail for 5-10 5-10 complete specifications. 1' 1' 1' 12 12 6.00 IIM-4x4 \16.00 3 I I 0 c%) 0 • r> 2 4 v o/— 1 5 a0 //////////////////////////////////////////////////////////////////////////////////////////// 0 M-3x4 M-3x4 y ; y ./ 0-10 11-08 0-10 JOB NAME : POLYGON PLAN 5-B NH - El Scale: 0.5949 `���NpNo� s, WARNINGS: GENERAL NOTES,unless otherwise noted: `J vsy 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 4C. 7:j ., 92.w E '.+ Truss: El and Warnings before construction commences. building component.Applicability of design parameters and proper 77 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibifity of the building designer. 3,Additional temporary bradng to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2' ..and at 10'o.c.respectively unless braced throughout their length by the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ''* DATE: 7/11/2014 P ty 9 3.2x Impact bridging or lateral bracing required where shown++ 40 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 4" SEQ. : 5992808 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �4- .l' ••\ �� design loads be applied to any component. end are for"dry condition"of use. �r '� TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beating at all supports shown.Shim or wedge If Q 14 ri �y p4 fabrication,handling,shipment and installation of components. necessary. V 7.Design assumes adequate drainage is provided. r� 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center R`t'•� I VIII II I VIII VIII IIID VIII II II III IIITPIANTCA In BCSI,copies of which will be furnished upon request. Tines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIA I VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 20-06-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 111&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-125) 101 1.4=(-54) 72 2-4=(-187) 169 BC: 2x8 KDDF 111&BTR 2.3=( -10) 5 WEBS: 2x4 KDDF STAND LOADING LL = 25 PSF Ground Snow (Pg) IC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 231.2)+DL( 177.2)= 408.5 PLF 0'- 0.0" TO 6'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -304/ 145tH -41/ 104H 5.50" 2.32 KDDF ( 625) Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0' -302/ 1384V 0/ OH 5.50" 2.21 KDDF ( 625) Hangers attached to the bottom chord REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. will have 1.5" max. nail penetration. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND, 2: Des.yn checked for net(-5 sof) uplift at 24 "oc spacing.' ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX TC PANEL LL DEFL = 0.089" @ 3'- 0.4" Allowed = 0.323" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TC PANEL TL DEFL = -0.097" @ 3'- 0.5" Allowed = 0.484" M,M2OHS,M18HS,M16 = MiTek MT series 5-08-04 0-03-12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 8.2" T .' MAX HORIZ. TL DEFL = 0.000" @ 5'- 8.2" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 i .. NOT EXCEED 19%AT TIME OF MANUFACTURE. M-1.5x4 Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, load duration factor=1. 6 Cat.2, Exp.B, MWFAS(Dir), Truss designed for wind loads .../1111111111111111Alll in the plane of the truss only. co O V O M �� JI o/ .. 4 M-5x16 M-3x10 ,1 ), l 5-08-04 0-03-12 J, 1' 6-00 JOB NAME : POLYGON PLAN 5-B NH - Fl -GIRD Scale: 0.5462 ,�,.( N N ,s, p- WARNINGS; GENERAL NOTES,unless otherwise noted: c.:4, 3 -SY 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 L- {` Truss: Fl -GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bradng must be installed where shown 0. 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 at DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'mc.respectively unless braced throughout their length bycontinuous sheathingsuch as plywood sheathing(TC)C and/or d AR rs - PY gfr s M'+a1 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++ 4 tr SEQ4.No load should be appeed to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -� OREGON / S E Q. : 5 992809 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, .!L* f� design loads be applied to any component. and are for"dry condition"of use. / ./y V "t-TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge if © 14, � De fabrication,handling, E R "- shipment and installation of components. 7,Design assumes adequate drainage Is provided. ��•, 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII III 111111111111111 III IIII TPI WTCA In SCSI,copies of which will be furnished upon request. git coincidentwith joint aIn lines. 9.Digits indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 I iMIII 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/C -1 00 TC: 2x4 KDDF M1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-125) 101 1.4=(-54) 72 2-4=(-187) 169 BC: 2x8 KDDF N1&BTR WEBS: 2x4 KDDF STAND LOADING 2-3=( -10) 5 LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT K. 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 120.8)+DL( 102.2)= 223.0 PLF 0'- 0.0" TO 6'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -170/ 881V -41/ 104H 5.50" 1.41 KDDF ( 625 Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0' -175/ 841V 0/ OH 5.50" 1.35 KDDF ( 625) Hangers attached to the bottom chord REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. will have 1.5" max. nail penetration. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 nsf) uplift at 24 "oc spacing.' ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX TC PANEL LL DEFL = 0.089" @ 3'- 0.4" Allowed = 0.323" C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc MAX TC PANEL TL DEFL = -0.097" @ 3'- 0.5" Allowed = 0.484" M,M2OHS,M18HS,M16 = MiTek MT series 5-08-04 0-03-12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 8.2' T 1' -' MAX HORIZ. TL DEFL = 0.000° @ 5'- 8.2" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 1.7NOT EXCEED 19%AT TIME OF MANUFACTURE. M-1.5x4 Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. co 0 cr 0 co 1 ' " ! ��J el C I cp M-5x16 M-3x10 ** 1, y 5-08-04 0-03-12 1, y 6-00 JOB NAME : POLYGON PLAN 5-B NH - F2-GIRD Scale: 0.5462 .<'�RNG N Ore ssr WARNINGS: GENERAL NOTES,unless otherwise noted: 1 T 4i 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual CC .,.{�0 0 E17 1-- Truss: F2-GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper 7G 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. / 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and vely chords to be laterally braced at I- DES. BY: BS is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by / po ty permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r „ 46 DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQC'/1 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON °" Q corrosive environment, �� 1: TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. 6 �\ 5.CompuTrus has no control over and assumes no responsibility for the .Design assumes full bearing at all supports shown.Shim or wedge if 0 - " 1 4 fabrication,handling,shipment and installation of components. necessary. 1�G,I, . 7.Design assumes adequate drainage is provided. "+7 R R IL. 6,This design is furnished subject to the Gmltations set forth by 8.Plates shall be located on both faces of truss,and placed so their center r1 ri I IIIIII II II VIII IIII VIII VIII IIII IIII IIIIbasi TPI/WTCA In BCSI,copies of which will be furnished upon request lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E9. late In Inches. or indicateits cf 10. plateconnector design values see ESR-1311,ESR-19e8(MiTek) EXPIRES:12/31/2015 11E 1111 VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 8.9" ICOND, 2: Design checked for net(-5 asf) uplift at 24 "oc spacing.' TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF N1&BTR SPACED 24.0° D.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"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: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M,M2OCS,MCNHS (16 = iTkprefix) = CompuTrus, Inc All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) load duration factor=1,6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. 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 4-04-08 4-04-07 complete specifications. T T < 12 12 6.00 Q 6.00 IIM-4x4 3 O O N 4 MM 0/— --VO V O O M-3x4 M-3x4 J, y y 0-10 8-08-15 ope JOB NAME : POLYGON PLAN 5-B NH - G1 Spate: Q.6079 ���„to PR s,6, WARNINGS: GENERAL NOTES,unless otherwise noted: c..,, d ., 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual Q' (C.Z IS$ E c Truss: G1 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. +'e' 3.Additional temporary bracing to Insure staNfty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth by po ty 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,r 'villa! DATE• 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown++ i 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -fa OREGON 4j SEQ. : 5 992811 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 4.. 4�.t a to ,t., design loads be applied to any component. and are for"dry condition”of use. !° -7 J Cit A.•!•.. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the e•Design assumes full bearing at all supports shown.Shim or wedge if 4 p1 1 T necessary. '✓l-R A` - fabrica0on,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. L;r-i 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111 TPINViCA in BCSI,copies of which will be furnished upon request, lines coincide with Joint center che. 9.Digits ndsize of t plate o inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111111/11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.0. 2-3=(-63) 29 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 14.2" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -77/ 404V 0/ 66H 5.50" 0.65 KDDF ( 625) 5'- 0.2" 0/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 3.0° -58/ 140V 0/ OH 1.50° 0.22 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = Mi Tek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.] BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.005" @ -1'- 2.2" Allowed = AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0.119" MAX TL CREEP DEFL = -0.005" @ -1'- 2.2" Allowed = 0.1558° MAX TC PANEL LL DEFL = 0.037' @ 3'- 2.1' Allowed = 0.303' MAX TC PANEL TL DEFL = -0.046" @ 3'- 0.0" Allowed = 0.454" MAX HORIZ. LL DEFL = -0.000" @ 5'- 2.2' 12 MAX HORIZ. TL DEFL = -0.000" @ 5'- 2.2' 4.00 D 3 -/ DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 199s AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting Irr system and components and cladding criteria. A Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ,n (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads o in the plane of the truss only, M-3x4 "' co0 1 24�C y /, y 1-02-04 [PROVIDE FULL BEARING 5-03 JOB NAME : POLYGON PLAN 5-B NH - G3Scale: 0.7536 ��Okt-D �°Pes WARNINGS: GENERAL NOTES,unless otherwise noted: ,JJ I G3 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 ug- ° ® E Truss: G3 and Warnings before construction commences. building component.Applicability of design parameters and proper G 2.2.4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 4101F ij#, 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of T o.c.and at 10'o.c.respectively unless braced throughout their all/B )y s continuous sheathing such as plywood in ere and/or drywallll�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++ Ir 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 5992812 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, ' Av design loads be applied to any component, and are for"dry condition"of use. , 'V',� `� 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 © y 14 �° Q fabrication,handling,shipment and installation of components. necessary. {y- 6.This design is furnished subject to the limitations set forth 7.Designlaesassumes adequateatedon both drainage Istrus,provided. �ry,l.�' V 1111111111111111 by 8.Plates shall be located i faces of truss,and placed so their center r I n TPINJTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. its MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 0.For basicicate size of connector plalate In inches. te design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIA IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing,i IC: 2x4 KDDF #16BTR 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)tDL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads 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 4.00 L '" 3 1- ,..iii111 0 O N r/— M O� 1 _ i M-3x4 y 1, y 1-02-04 5-03 JOB NAME : POLYGON PLAN 5-B NH - G2 sale: Q.772B �� DIN O 06, Pe WARNINGS: GENERAL NOTES,unless otherwise noted: r7 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 �w� ' �SI 0 E ,1�'- Truss: G2 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. fs" !'/ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by f ,/° ' DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywatl(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++ 4A �' SEQ. : 5992813 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -S7L �/OREGON 4,/ �t�4/ fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component and are for"dry condition"of use. /6 ��'' 14 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsib lily for the 6.Design nCe assumes full bearing at all supports shown.Shim or wedge If � fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ' 'R x110- 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces otruss,and placed so their center 111111111111111111 TPINVTCA in BCSI,copies of which will be furnished upon request Digit coincide with joint tecenter che. ( 9.Digitscoindicate size of plate In Inches. EXPIRES:12/31/2015 MiTek USA,Inc./CompuTrus Software 7.6.6 1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) IIIIIIIIIIIIII 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 IC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1.2=(-94) 79 1.4=(-44) 58 2-4=(•233) 166 BC: 2x4 KDDF M1&BTR SPACED 24.0" 0.C. 2-3=(-10) 4 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12°OC. UON. OL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -34/ 292V -30/ 80H 4.00" 0.47 KDDF ( 625) Connector plate prefix designators: 7'- 1.5" -37/ 307V 0/ OH 5.50" 0.49 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OND. 2: Design checked for net(-5 gsfl uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.152' @ 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" 1' '1 T 12 DESIGN ASSUMES MOISTURE CONTENT DOES 4.00 NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. M-1,5x4 3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 2 ---/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, imi Truss designed for wind loads il i in the plane of the truss only. Lo ao 0 N N. 0 L o MillillilMillilliiMI o� 1l 4 -1 M-3x4 M-1.5x4 ,1 y ), 6-07-12 0-05-12 y 7-01-08 JOB NAME : POLYGON PLAN 5-B NH - G4 Scale: 0.5588 `���' ANF 6> WARNINGS: GENERAL NOTES,unless otherwise noted: l/�f "Y7 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 t�<(J >AGA$tA,,,, . 1-- Truss: G4 and Warnings before construction commences. building component.Applicability of design parameters and properL 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at .I"�r DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �e�F continuous sheathing such as plywood in ere and/or drywell(BC). 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++ Cr 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. A� OREGON non-corrosiveSEQ. : 5992814fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a environment, Z-- . Ito TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. 6. ,,rQ .x/ 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge if 4/fr /4, 2° Pi' fabrication,handling,shipment and installation of components. necessary. C 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II I VIII III I IIII VIII III IIII 1111 TPINVTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center 9.Digits indicate size of plate in inches. MiTek USA,lnc./Compulrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1958(MITek) EXPIRES:12/31/2015 1111111 1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 1.5" ICOND. 2: Design checked for net(-5 msf) uplift at 24 "oc spacing.I TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF H1&8TR 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°0C. UON. • LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF Design and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42,0 PSF C, ,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M,M2OHS20HS, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.AND or equal typical at stud tailifors. Refer to CompuTrus gable end detail for complete specifications. 12 2 4.00 I 0 0 11111111 ul N 1 Igrill 3 M-3x4 y J. 5-01-08 OPe JOB NAME : POLYGON PLAN 5-B NH - G5 Scale: 0.8258 `c,`* ,N 64 WARNINGS: GENERAL NOTES,unless otherwise noted: �-sy 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �{C/ 7 C 2;GMT., 4- Truss: G5 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 responsibiity of the building designer. or„/' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by po ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,.+irio?Amieo,. DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown-u+ I 4.No load should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -�y OREGON <1l SEQ. : 5992815 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, � design loads be applied to any component and are for"dry condition"of use. t.."-e), 'Q f." 2, 1--�." TRANS I D 403334 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if 4, necessary. 4/ . t fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. R A 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center (IIIII II II IIIII IIIII IIIII IIIII IIIII IIIIIIIITPI WTCA In BCSI,copies of which will be furnished upon request. 9 lines coindde indicate sizejoint inrinches. 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z For basic connector plate design values see E5R-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-8=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-366) 181 IC LATERAL SUPPORT <= 12'OC. UON, LOADING 3-4=(-259) 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 5-6=(•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 BRG REQUIRED BRG AREA C,CN,CI8,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 (SPECIES) 0'- 0.0" -23/ 377V -78/ 34 OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2' -169/ 346V 0/ OH 1.50" 0.44 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 9'- 11.2" -118/ 231V 0/ OH 1.50' 0.30 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13'- 11.2" -134/ 272V 0/ OH 1.50" 0.35 KDOF ( 625) 17'- 11.2' -107/ 214V 0/ OH 1.50" 0.27 KDDF ( 625) 19'- 10.9" -16/ 33V 0/ OH 1.50" 0.05 KDDF ( 625) ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7-09-12 12-01.03 MAX TLMCREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.031" @ 2'- 11.9' Allowed 0.397" /: MAX TC PANEL TL DEFL = -0.051" 0 2'- 11.9" Allowed = 0.596" 6 MAX HORIZ. LL DEFL = •0.007" @ 19'- 10.2" % MAX HORIZ. TL DEFL = •0.007' @ 19'- 10.2" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 5 Design conforms to main windfarce-resisting 6.00 .100.......1111.11.°11.11.1.11°.°11.°1°°°11.11.1t1 °11.11° / 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, 4 Truss designed for wind loads M-3x6(S) . o in the plane of the truss only. 0 40 T 3 VI 0 G. 4 1 �_ 0 8.. -/ M-3x4 0-10 6-00 13-10-15 !PROVIDE FULL BEARING;Jts:2,8,3,4,5,6,71 JOB NAME : POLYGON PLAN 5-6 NH - J10 Scale: 0.2814 RoO PRDFeS co �IN>r �r WARNINGS: GENERAL NOTES,unless otherwise noted: /l311.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 ,,jj))// "rTruss: J10 and Warnings before construction commences. building component.Applicability of design parameters and proper 'y ®® f 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. DES. BY BS 3.Additional temporary bracing to insure stadlity during construction 2.Design assumes the top and bottom chords to be laterally braced at l/ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 7/11/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). , • 9 3.2x Impact bridging or lateral bracing where shown++ S r� 4.No load should be applied to any component until after all bracing and 4.Installation trusstrusses is the responsibility of the respective contractor. -57� OREGON �1' S E Q. : 5992816 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, TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. /10 © qr 1 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 A'- fabricetion,handling,shipment and installation of components. 7.necessary. 6•This design is furnished subject to the Imitations set forth bya.Passumes locatedadeqonne otfaces drainage istrus,provided. �MIA- � I VIII)VIII VIII III I VIII VIII VIII'III'III 8 Plates shall be both faces of truss and placed so their center TPIM/TCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10. late In inches. FFor�basic connector plts indicate size of ate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 I IIIIII IIIIIII 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 g18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2-7=(0) 0 BC: 2x4 KDDF qt&BTR SPACED 24.0" O.C. 2-3= 62 3-4=(-220) 197 IC LATERAL SUPPORT <= 12"OC. UON. LOADING 4.5=(-154) 70 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5.6=( -69) 32 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: 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/ 301H 5.50' 0.56 KDDF ( 625) M,M2OHS,MI8HS,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 IAC 2012 NOT BEING MET. 9'-'- 11.2' -113/ 224V 0/ OH 1.50' 0.29 KDDF 8/ 347V 0/ OH 1.50" 0.44 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) ICQND. 2: Design checked for nett-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083" 7-09-12 10-01-15 MAX TL CREEP DEFL = -0.001" @ 0'--10.0' Allowed = 0.111' MAX IC PANEL LL DEFL = 0.030" @ 3'- 7.4" Allowed = 0.397" '" MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" U MAX HORIZ. LL DEFL = -0.005" @ 17'- 10.9" MAX HORIZ. TL DEFL = -0.005" @ 17'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES 5 NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 12 :i system and components and cladding criteria. 6.00 Wind: 140 mphl h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4 Truss designed for wind loads in the plane of the truss only. M-3x6(S) o rn ,i ro O v 1 ,/ 7 O M-3x4 ), ) J, y 0-10 6-00 11-11-11 'PROVIDE FULL BEARING:Jto-2 7.3.4.5.61 JOB NAME : POLYGON PLAN 5-6 NH - J9 Scale: 0.3077 \c,�`vs�G N�' Sf,22; WARNINGS: GENERAL NOTES,unless otherwise noted: 451 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual it- "�2`s E'. .- T r u s s: J9 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additlonel temporary bracing to Insure stebiA during construction 2.Design assumes the top and bottom chords to be laterally braced at po rY 9 ty 2'o.c.and at 10'o.c,respectively unless braced throughout their lenggth by ` .- DES. BY: BS s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). `!m""' DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ® `'C 4.No load should be appied to any component until after all bradng and 4.Installation of truss is the responsibility of the respective contractor. 7 q'OREGON z 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, t' "F,,i 2�u ` design loads be applied to any component. and are for"dry condition"of use. © 1•' 1 i `�'" 6.Design assumes full bearing at all supports shown.Shim or wedge if 1� TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the necessary. Ca�s {+ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R A I \- 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 11311111111111111 TPINVTCA in BCS',copies of which will furnished upon request. git coincideintwith joint center liche. 9.Digitssndsize oplate in inches.. MITekUSA,InC./CompuTrusSoftwafe7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 1111111N This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2.7=(0) 0 BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. 2-3=(-287) 142 TC LATERAL SUPPORT <= 12'OC. UON. 3.4=(-184) 79 BC LATERAL SUPPORT <= 12"OC. UON. LOADING 4.5=(-108) 58 LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5.6=( -44) 20 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA Connector plate prefix designators: L C,CN,CI8,CN18 or no prefixLL = 25 PSF Ground Snow (Pg) OCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ( p ) = CompuTrus, Inc0'- 0.0" -23/ 353V -61/ 265H 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" -162/ 343V 0/ OH 1.50" 0.44 KDDF ( 625) 9'- 11.2' -119/ 239V 0/ OH 1.50" 0.31 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 13'- 11.2° -108/ 226V 0/ OH 1.50" 0.29 KDDF ( 625 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15'- 11.7" -15/ 32V 0/ OH 1.50' 0.05 KDDF ( 625) '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" @ O'--10.0" Allowed = 0.111" 6 MAX TC PANEL LL DEFL = 0.031" @ 3'- 7.4" Allowed = 0.397" MAX IC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.004" @ 15'- 10.9" 5 MAX HORIZ. TL DEFL = -0.004" @ 15'- 10.9" DESIGN CNTENT DOES NOT EXCEED U19%ATITIME EOFOMANUFACTURE. 12 " Design conforms to main windforce-resisting 6.00[7' system and components and cladding criteria. 4 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,i load duration factor=l.6, Truss designed for wind loads v in the plane of the truss only. c co 3 co O C,;" 1 III M-3x4 1' /' y y 0-10 6-00 9-11-11 (PROVIDE FU B ARIN+•Its�,7 a 4 5 it JOB NAME : POLYGON PLAN 5-B NH - J8 Scale: 0.3315 `��t' pRo ,o) P�es�'4 WARNINGS: GENERAL NOTES,unless otherwise noted: "T "K 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �� ���. Truss: J8 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown+• Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,/� DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth by �Yr continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,+r`, Awr^'. DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ SEQ. : 59928184.fasteners are complete and at no No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. yOREGON time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D: 403334 4. W 4,' design loads be applied to any component. and are for"dry condition"of use. r" ,��„ �"\ 5.CompuT us hes no control over and assumes no responsibility for the 6.Design assumes full beating at all supports shown.Shim or wedge if fabrication,handli necessary.fabrication, {�-"� ng,shipment and installation of components. 7.Design assumes adequate drainage Is provided. `�/ R R f O' 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I VIII(VIII VIII VIII VIII VIII VIII III(IIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines 9.Digits indicate size of plate in inches. MiTek USA,InC./Co pulrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,EBR-1988(MiTek) EXPIRES:12/31/2015 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2.6=(0) 0 BC: 2x4 KDDF N16BTR SPACED 24.0° O.C. 2-3=(-246) 122 3.4=(-148) 61 TC LATERAL SUPPORT <= 12'0C. UON. LOADING 4-5=( -67) 31 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF 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/ 67V 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 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 ssfl 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 TC PANEL LL DEFL = 0.031" @ 3'- 7.4" Allowed = 0.397" 5 -v MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.596" 0 MAX HORIZ. LL DEFL = -0.003" @ 13'- 10.9" MAX HORIZ. TL DEFL = -0.003' @ 13'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 6.00 4 Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), oad duration factor=l.6, Truss designed for wind loads v in the plane of the truss only. 0 3 1` co 0 v c, M-3x4 1' ) /- 1- 0-10 6-00 7-11-11 (PROVIDE FULL BEARING;Jts:2,6.3.4.51 JOB NAME : POLYGON PLAN 5-B NH - J7 �0,�� G,INE pe �/, Scale: 0.3795 WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 4 ' !02 4 r. 4 'fir Truss: J 7 and Warnings before construction commences. building component.Applicability of design parameters and proper y 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. P} 3.Additional temporary bracing to insure sterility during construction 2.Design assumes the top and bottom chords to be laterally braced at ^ ° DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). rtesaw '18 a" DAT E: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ w f� td SEQ. : 5992819 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. ��fOREGON fasteners are complete and at no time should any bnon- corrosive greater than 5.Design assumes trusses are to be used in a nonorrosive environment, 1 4, , design loads be applied to any component. and are for"dry condition"of use. 2. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If 4. `✓ 14 y� fabrication,handling,shipment and installation of components. ry t�tt--�� P mP 7.Design assumes adequate drainage Is provided. � r-i R ILL 6.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII IIII VIII VIII VIII VIII VIII IIII IIIITPIMliCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center fines. 9.Digits indicatesize of platein inches. MiTek USA,InC./CompuTruo Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111111 I II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2= 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0° 0.C. 2-3=)-208 105 3-4=(-102) 46 IC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -38) 18 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 BOG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 352V -45/ 198H 5.50' 0.56 KDDF625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 66V 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" -159/ 354V 0/ OH 1.50" 0.45 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -92/ 187V 0/ OH 1.50" 0.24 KDDF ( 625) 11'- 11.7' -19/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 osf) uplift at 24 "on soacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX IC PANEL LL DEFL = -0.030" @ 2'- 11.9" Allowed = 0.397" 5 -s MAX TC PANEL TL DEFL = -0.050" @ 2'- 11.9' Allowed . 0.596' 0 MAX HORIZ. LL DEFL = -0.002" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 11'- 10.9" 12 4 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 NOT EXCEED 19%AT TIME OF MANUFACTURE. 0Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph{ h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 c Truss designed for wind loads o in the plane of the truss only. 0c M CD cy_ 1 6�� -/ cs M-3x4 ), y y 0-10 6-00 5-11-11 (PROVIDE FULL BEARING:Jts:2,6.3.4,5( JOB NAME : POLYGON PLAN 5-B NH - J6 spate: 0 4200 5� ROk- �.:?, `.cL�A� WARNINGS: GENERAL NOTES,unless otherwise noted: )t "T "V C 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual (B .1.y i 0 ice' Truss: J6 and Warnings before construction commences, building component.Applicability of design parameters and proper r+Of E 2.2x4 compression web braving must be installed where shown+• Incorporation of component is the responsibility of the building designer. ''+ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et y DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.o.and at 10'o.c.respectively unless braced throughout their length by maw the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(rC)and/or drywall(BC), ,,r�r �'.^" DATE: 7/11/2014 po tY g 3.2x Impact bridging or lateral bracing required where shown++ " 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 5992820 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 7y4 'L! tx A. design loads be applied to any component. and are for"dry condition"of use. '� TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 'b �� 14 2� At fabrication,handling,shipment and installation of components, necessary. �f- 7.Design assumes adequate drainage is provided. R1111.-‘' 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I VIII)IIII VIII IIII VIII VIII VIII IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Ina/COrnpuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) EXPIRES:12/3-1/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-170) 99 3-4=( -76) 34 IC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 350V -37/ 166H 5.50° 0.58 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -164/ 368V 0/ OH 1.50" 0.47 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -45/ 90V 0/ OH 1.50" 0.14 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1UPSF LIVE LOAD. TOP ICOND. 2: Design checked for nett-5 psft uplift at 24 'oc spacing.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.028" @ 3'- 4.9" Allowed = 0.397" -/ MAX TC PANEL TL DEFL = -0.048" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.002" @ 9'- 10.9" 12 0 MAX HORIZ. TL DEFL = -0.002" @ 9'- 10.9" 6.00 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, irl v Truss designed for wind loads o in the plane of the truss only. rn co 0� v o� 1 5 0 M-3x4 y y y y 0-10 6-00 3-11-11 (PROVIDE FULL BEARING:Jts:2.5.3.41 JOB NAME : POLYGON PLAN 5-B NH - J5 Sale: 0,4887 ��` `„ti) FR S/A- WARNINGS: GENERAL NOTES,unless otherwise noted: ty . l/f CY�y 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual £ . r7(Lh A® !� and Warnings before construction commences. building component.Applicability of design parameters and proper �r Truss: J 5 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 bredng to Insure stability during construction 2' ..and et 10'o.c.respectively unless braced throughout their length by , DES. BY: BS s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ..',App . DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. - OREGON w SEQ. : 5992821 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, . 'V u,t* A. design loads be applied to any component. and are for"dry condition"of use, r "Q), 2$D ..-t TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if Q �1� 14x necessary. +Vt 0. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. P f M 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII III(III)VIII VIII III(IIITPI WfCA in BCSI,copies of which will be furnished upon request. Digitssgit cind ae with joint tecenter Ines. 9. indicate size of cin inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 VII 111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2-5=(0) 0 BC: 2x4 KDDF R1&BTR SPACED 24.0" O.C. 2-3=(-126) 92 3-4=( -64) 25 TC LATERAL SUPPORT <= 12"OC. EON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 353V -29/ 135H 5.50" 0.57 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -142/ 337V 0/ OH 1.50" 0.43 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -13/ OV 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10,0° Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ O'--10.0" Allowed = 0.111" 12 -, MAX TC PANEL LL DEFL = 0.047" @ 2'- 9.3' Allowed = 0.397" MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9' Allowed = 0,596" 6.00 MAX HORIZ. LL DEFL = -0.001" @ 5'- 11.2" t MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9' 3 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting ') system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. • co - O� o of t l 5�� M-3x4 ), ), y y 0-10 6-00 'PROVIDE FULL BEARING:Jts:2.5,3.4' 1-11-11 JOB NAME : POLYGON PLAN 5-B NH - J4 sale: Q.5653 •`� PEtOpe ''" s� WARNINGS: GENERAL NOTES,unless otherwise noted: 5 O 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 Cj !92$* E -r Tr 110 s: J4 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stedWty during construction 2.Design assumes the top and bottom chords to be laterally braced at ,. DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall)HC). ‘,..,.ie ! DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ It 4.No load should be applied to any component until after all bracing and 4.Installation of truss la the responsibility of the respective contractor. .yy OREGON ((/ SEQ. : 5992822fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, 4,, /y N A. design loads be applied to any component. and are for"dry condition"of use. / q),. S.. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 4 14, �0 0N,' fabrication,handling,shipment and Installation of components. necessary. J� 7.Des ign assumes adequate drainage Is Provided. `,' ii Ft 4 \- 6.This design is furnished subject to the Frritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIl'l II I VIII II I VIII III I I III I IIITPI/WTCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 9.Digits indicate size of plate in inches. 10. O MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXP)RES:12/31/2015 11E111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-96) 68 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -49/ 379V -22/ 104H 5.50" 0.61 KDDF ( 625) 5'- 9.2" 0/ 74V 0/ OH 5.50" 0.12 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -69/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing,' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10,0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.079" @ 3'- 7.2" Allowed = 0.395" 5-11-11 MAX TC PANEL TL DEFL = -0.092" @ 3'- 4.8" Allowed = 0.593' MAX HORIZ. LL DEFL = -0.001' @ 5'- 10.9" 12 MAX HORIZ. TL DEFL = -0.001' @ 5'- 10.9' 6.00 DESIGN ASSUMES MOISTURE CONTENT DOES 3 -, NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Tr C. M CD,,e_ v 111 o� 1 �� 41111 -/ M-3x4 ), y y 0-10 'PROVIDE FULL BEARINO:Jts:2.4.31 6-00 JOB NAME : POLYGON PLAN 5-B NH - J3 Spate. 0.5843 ,sPROp s, WARNINGS: GENERAL NOTES,unless otherwise noted. 4. -+Tru1.Budder 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 taw r `A E. 1-- Truss: ss: J3 end Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component is the responsibiaty of the building designer. 3.Additional temporary bradng to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or d .14010. ravel BG)• ,",'"/Nr. , DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �{ 4.No load should be appried to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. - r OREGON 1(t SEQ. : 5992823 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L- 4 '1tc A A design loads be applied to any component. and are for"dry condition"of use. ,, � .f(„ TRANS I D: 4A. 03334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q � 1 4, ,`y fabrication,handling, necessary. shipment and Installation of components. 7.Design assumes adequate drainage is provided. P R f 1.,\,- 6,This design is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II II II II VIII III I VIII II II VIII III III TPINYTCA in BCSI,copies of which wit be furnished upon request. it coincide with jointcenterche. 9.Digits Indicate size of plate In inches. n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10,For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIII II 1 11 101 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 1118BTA LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-63) 49 ( ) TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED 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" -41/ 321V -14/ 73H 5.50" 0.51 KDDF ( 625) 3'- 10.9" -99/ 114V 0/ OH 1.50" 0.18 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 57V 0/ OH 5.50° 0.09 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IDOND. 2: Design checked for nett:=1510110111 ift at 24 "ox spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. CD VERTICAL DEFLECTION LITLL /240, TL=L/160 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.001" •- .0' Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" -- .0" Allowed = 0.111" 3.11-11 MAX LL DEFL = 0.000" - .0" Allowed = 0.076" MAX TC PANEL LL DEFL = 0.012" - .2" Allowed = 0.246" MAX BC PANEL TL DEFL = -0,034" - .4" Allowed = 0.333" 12 MAX BC PANEL TL DEFL = -0,004" - .4" Allowed = 0.333" 6.00 MAX HORIZ. LL DEF = 00 @' 3'- 10.9" MAX HORIZ. TL DEF " @ 3'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 3 Design conforms to main windforce-resisting system and components and cladding criteria. '' Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFAS(Dir), load duration factor=l,6, Truss designed for wind loads v in the plane of the truss only. 0 N 01 O� V c, 110,---- 1_14 M-3x4 J' J' y 0-10 !PROVIDE FULL BEARING:Jts;2,3,41 6-00 JOB NAME : POLYGON PLAN 5-B NH - J2 Scale: 0.6394 N. ' G�N°S.O. WARNINGS; GENERAL NOTES,unless otherwise noted. "e 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual �� ! 1110 111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-35) 40 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -49/ 263V -7/ 43H 5.50" 0.42 KDDF ( 625) 1'- 10.9" -108/ 90V 0/ OH 1.50" 0.14 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2; Design checked for net1-5 psi) uplift at 24 'oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 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" f "( MAX TC PANEL LL DEFL = 0.001" @ 1'- 0.0" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.145" MAX BC PANEL LL DEFL = 0.005" @ 2'- 8,6" Allowed = 0.250" 12 MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8' Allowed = 0.333' 6.00 I '' MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9° MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 3 o - Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. (vs o o� 1000000011111.111°.i 111.---- 114 M-3x4 y 1, .1- 0-10 0-10 'PROVIDE FULL BEARING;Jts:2.3.41 6-00 PRop JOB NAME : POLYGON PLAN 5-6 NH - J1 Scale: Q.7144 �� (ry p�,A� WARNINGS: GENERAL NOTES,unless otherwise noted: "V 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and is for an Individual e' ?CCa �21� (*'. J1 and Warnings before construction commences. building component.Applicability of design parameters and proper + Truss: J I 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c,respectively unless braced throughout their length by �/ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,r.:�4�Ira! • DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ It 4.No load should be appNed to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -'Sy OREGON 4,/ SEQ. : 5992825 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses areto be used in a noncorrosive environment, 4. Vy" .,,` A. design loads be applied to any component. and are for'dry condition"of use. //� "9}+ �� -�- TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if V 14, necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R RIO- 6.This design is furnished subject to the Nmitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111 TPI/WTCA In BCSI,copies of which will be furnished upon request. it coincide with joint ainr ch 9.Digitssndsize oplate ein inches. MITekUSA,Ino./C Of1pulrusSoftware7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIiIII I•! ' This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) ( -97) ) 0)42 2- 8= 190 8- 7= 18 BC: 2x4 KDDF k18BTR SPACED 24.0" O.C. 2- 3=(-257) 48 7- 9=( 158) 297 7- 3= 0) 49 WEBS: 2x4 KDDF STAND 3- 4= -224 105 3- 9=(-30 164 IC LATERAL SUPPORT <=v 12'OC, UON. LOADING 4- 5=(-153) 67 BC LATERAL SUPPORT <.= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -68) 32 DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 10.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Conner 8,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -29/ 351V -53/ 231H 5.50" 0.56 KDDF ( 625) M,M20HS,M18HS,M16or = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 2.3' 0/ 127V 0/ OH 5,50" 0.20 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND 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. ICOND, 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.008" @ 2'- 3.8" Allowed = 0.254' 13-11-11 MAX TL CREEP DEFL = -0.015" @ 2'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.007" @ 5'- 2.3" -/ MAX HORIZ. TL DEFL = 0.009" @ 5'- 2.3" B DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19's AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, - 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co load duration factor=l.6, CD Truss designed for wind loads 0 o in the plane of the truss only. 1, M-4x6 eco M M-3x4 096 _ o 0 0 y o , M-3x4 0 O 8 N O c! M-3x4 M-1,5x4 N )' y ) 1, 2-03-12 2-10-08 0-09-12 y y ), 0 10), 2-05-08 y 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 Spate: 0.3025 5R OPe. ,s<G �N (6;, 's, WARNINGS: GENERAL NOTES,unless otherwise noted: //t ' s 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual {� .92 SE .c' Truss: J7C and Warnings before construction commences. building component.Applicability of design parameters and proper ;IONS 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stebikty during construction 2.Design assumes the top and bottom chords to be laterally braced at ,r'y DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c.respectively unless braced throughout their length by � r DATE: 7/11/2014 responsibility designer. continuous sheathing such as plywood required where shown and/or drywall(Bc). 4.w '^` the overall structure is the res onsibili of the building 3.2x Impact bridging or lateral bracing where shown++ 40 'Cr 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON SEQ. : 5 992826 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �4, .l >k •t design loads be applied to any component. and are for"dry condition"of use. �,. .,9 �'\ TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q ' 1 d 2 `E` fabrication,handling,shipment and Installation of components. necessary. ��}I, 1'�� ri� 7.Design assumes adequate drainage is provided. '✓/�',f-i'4.`^' V 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center rrll I IIIIII II II VIII III I VIII VIII VIII II I IIIITPIANTCA In BCSI,copies of which will be furnished upon request MiTek USA,InC./COmpuTfuS Software+7.6.6(1 L)-E lines coincide with Joint center lines 9.Digits Indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:Eo.12/31/201J IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11,7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2- 8=(-102) 178 8. 7=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24,0" 0,C. 2- 3=(-245 43 7- 9=(-165) 278 7- 3=( 0) 49 WEBS: 2x4 KDDF STAND (- 3- 4=(-213) 71 3- 9=(-289) 171 LOADING 4- 5=(-155) 77 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-101) 0 BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 24.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES Connector plate prefix designators: 0'- 0.0" -27/ 356V -39/ 215H 5.50' 0.57 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 2.3" 0/ 122V 0/ OH 5.50' 0.20 KDDF ( 625 M,M2OHS,M18HS,M16 = MiTek MT seriesREQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 10,9" -136/ 299V 0/ OH 1,50" 0,38 KDDF ( 625 9'- 11,7" -183/ 405V 0/ OH 1.50" 0.52 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, ICOND. 2: Design checked for net(-5 001 uplift at 24 "cc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ O'--10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.009" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.014' @ 2'- 3.8" Allowed = 0.339" 11 11-11 MAX LL DEFL = 0.042" @ 11'- 11.7" Allowed = 0.200" 1' T MAX TL CREEP DEFL = -0.048" @ 11'- 11.7' Allowed = 0.267° /- -/ MAX HORIZ. LL DEFL = -0.007" @ 5'- 2.3' MAX HORIZ. TL DEFL = 0.009° @ 5'- 2.3" DESIGN 12 NOT EXCEED U1St ATMOISTURE TIME OF MANUFACTURE. 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), vo load duration factor=1.6, CD Truss designed for wind loads ui H 8 in the plane of the truss only. M-4x6 �I� el ...__ M-3x4co CD --/o --/ "' v �., M-3x4_ M-1.59x4 csi 60 0 M-3x4 1, > ), ), 2-03-12 2-10-08 0-09-12 - ,1 1, * 0-101 1, 2-05-08 1, 9-06-03 y 6-00 5-11-11 1PROVIDE FULL BEARING:Jts:2.9,4,51 JOB NAME : POLYGON PLAN 5-B NH - J6C Scale: 0.3429 ''S¢ N s, WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual taw !92� qr- T r u s s: J 6C and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer 3.Additional temporary bracing to Insure stabiity during construction 2.Design assumes the top and bottom asschobraced to be laterally braced at 2' and at 10'o.c.respectively unless throughout their len@gth by 41 DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywali(eC). YAm! DATE 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ♦ 1:2 4.No load should be appled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. �f OREGON SEQ. : 5992827 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, L", 4,,'A otu � design loads be applied to any component. and are for"dry condition"of use. 1' -7 j, r40�ik- 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 C? ' 1 necessary. '✓! ' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided.. L: :1}t., 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center 1131111111111111111 TPINViCA in BCSI,copies of which will be furnished upon request. git coincideintwith Jointinches.9.Digitssndsize of tplate in MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IMIa This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1 00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2= 0) 42 2.7= -69) 178 7-6= 18 BC: 2x4 KDDF #1&BTR ( ( ( 0) WEBS: 2x4 KDDF STAND SPACED 24,0' O.C. 2.3=(-245) 43 6.8=(-114) 278 6.3=( 0) 49 3-4=(-153) 71 3.8=(-289) 118 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -70) 32 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' -27/ 347V 37/ 166H 5.50' 0.55 KDDF ( 625) C,CN,C18,CN18onnect (or no prefix) = CompuTrus, Inc 5'- 2.3' 0/ 122V 0/ OH 5.50" 0.20 KDDF ( 625) M,M20HS,M18NS,(or = 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 [COND. 2: Design checked for net(-5 osf) 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 T MAX HORIZ. TL DEFL = 0.009" @ 5'- 2.3" -/ DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 6.00 �( Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Ci Truss designed for wind loads Ni- i�1 o in the plane of the truss only. ,- L.,,, M-4x6 � M�.....__ � _,„„ • m 8 ►_N co o - o �i�anl M 3x4 M 1.5X4 �o M-3x4 M-3x4 .1 1, ), y 2-03-12 2-10-08 0-09-12 , y y J, 0 10,, 2-05-08 7-p6-03 y 6-00 3-11-11 (PROVIDE FULL BEARING;Jts:2,8,4,5J JOB NAME : POLYGON PLAN 5-B NH - J5CScale: 0.3783 �- R� NE°p1esx, WARNINGS: GENERAL NOTES,unless otherwise noted: / T ffi 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 'Ct.. .'( Tr u s s: J5C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout their length by the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood In ere and/or drywall(BC). ,,w/x1111 r - 441010"' DATE: 7/11/2014 P ty 9 3.2x Impact bridging or lateral bracing required where shown++ t'f r�D 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON �' SEQ. : 5 992828 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, Y4, if7, ti A. design loads be applied to any component. and are for"dry condition"of use. �,. „9 �"� `,'� TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q �' 14 r 2 (-�T fabrication,handling,shipment and installation of components. necessary. �A1__ C>f 7.Plates assumes adequate ne dthifac a is otrus,provided. "✓/ y-�` VV 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center F r3 - IIIIII II II VIII III I VIII VIII VIII III IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/3112015 1E 1011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0,0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2.7=( -84) 228 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0° O.C. 2.3=(-297) 65 6.8=(-138) 358 6.3=) 0) 50 WEBS: 2x4 KDDF STAND 3.4=(-153) 82 3.8=(-372) 143 LOADING 4.5=(-100) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10,0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF OVERHANGS: 10.0" 23.7" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" •35/ 328V -24/ 151H 5.50' 0.53 KDDF ( 625) Connector plate prefix designators: 5'- 2.3" 0/ 144V 0/ OH 5.50' 0.23 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -182/ 415V 0/ OH 1.50" 0.53 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.063" MAX IL CREEP DEFL = -0.001" @ 0'-•10.0" Allowed = 0.111" MAX LL DEFL = -0.010" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.018" @ 2'- 3.8" Allowed = 0.339" MAX LL DEFL = 0.041" @ 7'- 11.7" Allowed = 0.197" MAX TL CREEP DEFL = -0.047" @ 7'- 11.7° Allowed = 0.263' 7-11-11 MAX HORIZ. TL DEFL = 0.011" @ 5'- 2.3" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.0017'. NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads oin the plane of the truss only. 4- M-4x6 �I M-3x4 _. 88 co o � � M-3x4 M-1.5x4 o 0 0 0 lerail M-3x4 y y )' )' 2-03-12 2-10-08 0-09-12 0-10, 2-05-08 5-06-03 y y 6-00 1-11-11 (PROVIDE FULL BEARING;Jts:2,8,41 JOB NAME : POLYGON PLAN 5-B NH - J4C Scale: 0,4266 �C�. G N s/, /44 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 bre 7, N1111 9r Truss: 4C 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 responsibility of the building designer. ,." 000 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their lengqth by } . ty Pe 9 continuous sheathing such as plywood sheatNng(TC)and/or drywali(BC). ,.r..om"". 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/ tZ SEQ. : + 4.No load should be applied to any component until after a l bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON tti S E Q" : 5992829 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4-.. 4, ��ut* A TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. y"'5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beating at all supports shown.Shim or wedge If © �I 14 necessary. '1 ' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ++;R R M l,- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111114111111 TPINJfCA in SCSI,copies of which will be furnished upon request. git coincideinitwith joint centerInches.9.Digitssindicate dsize of platein inches. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1908(MiTek) EXPI RES: 12/31/2015 11111IIIIIfI 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 k16BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 42 2.6=(-135) 228 6.5=( 0) 18 BC: 2x4 KDDF N16BTR SPACED 24.0" O.C. 2-3=(-297) 65 5.7=(-218) 358 5.3=( 0) 50 WEBS: 2x4 KDDF STAND 3-4=( -55) 41 3.7=(-372) 226 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10,0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" 0'- 0.0" -48/ 365V -22/ 104H 5.50' 0.58 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 2.3" 0/ 144V 0/ OH 5.50' 0.23 KDDF ( 625) Connector plate prefix designators: 5'- 11.7" -48/ 108V 0/ OH 1.50' 0.17 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,MIBHS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net1-5 psfl uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.012" @ 2'- 3.8' Allowed = 0.254" MAX TL CREEP DEFL = -0.018" @ 2'- 3.8' Allowed = 0.339" MAX HORIZ. LL DEFL = -0.009" @ 5'- 2.3" MAX HORIZ. TL DEFL = 0.011" @ 5'- 2.3" 5-11-11 T 1' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 6.00 D 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, 0 (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 (D v M-4x6 0 0 q, N idlOD M-3x4 ,.., tvlimimililm" N-R-' . o� o m' M-3x4 M-1.5x4 o 0 2� �0 6 0 M-3x4 y y y ), 2-03-12 2-10-08 0-09-12 y ), ), 0-10 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING:Jts:2,7,4I R Opc JOB NAME : POLYGON PLAN 5-B NH - J3C Scale: D.4902 `��tiRN N st- , WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for an individual t7w •«92 0 4 E 9r, Truss: J 3C and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at DES• BY• BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by • is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood � r where and/or drywall(BC). ,i!- DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ lift 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. -p OREGON L1/ shouldSEQ. : 5992830fasteners are complete and at no time any loads greater than 5.Design assumes trusses are to be used in a noncI,orrosive environment, .1p ,,tx A. design loads be applied to any component. and are for"dry condition"of use. +Q� (2� -ft. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q 14, P fabrication,handling,shipment and Installation of components. necessary. r 7.Design assumes adequate drainage Is Provided. +„A 1411_,k- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I11111111111111111111011111111111H1TPINVTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see E5R-1311,ESR-1988(MiTek) EXP(RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2.6=(-46) 123 6.5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-188) 24 5-7=(-76) 191 5-3=( 0) 48 WEBS: 2x4 KDDF STAND 3-4=( -22) 28 3-7=(-198) 79 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" 0'- 0.0" -48/ 325V -14/ 73H 5.50" 0.52 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -84/ 70V 0/ OH 1.50" 0.11 KDDF ( 625) Connector plate prefix designators: 6'- 0.0" 0/ 98V 0/ OH 5.50" 0.16 KDDF ( 625) C,CN,CI8,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. ICON. 2: Design checked for net(-5 POI uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001° @ 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" T T MAX HORIZ. TE DEFL = 0.006° @ 5'- 2.3" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 11. NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. '/ Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), M-4X6 M load duration factor=l.6, A Truss designed for wind loads o in the plane of the truss only. o CV L r M-3x4 8 add" M c, ��� M-3x4 °D o� M-1.5x4 o p�� 6 111.11°.1. 111111111111111111.0 M-3x4 .1 y ,1 y 2-03-12 2-10-08 0-09-12 1, y y 0-10 2-05-08 6-00 3-06-08 1PROVIDE FULL BEARING;Jts:2,4,7' JOB NAME : POLYGON PLAN 5-B NH - J2C Scale: 0.5343 \�,ste n, ,31A- WARNINGS: GENERAL NOTES,unless otherwise noted: ,<? "K� J2C 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for an individual �<'GJ 7,66 6 E t-' 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+. Incorporation of component is the responsibility of the building designer. .r� 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ✓ DES. BY: BS 2'o.c.and at 10'o,c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). , irl !:. 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 Q SEQI� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 _OREGON 4,/ S E Q G V4,t. TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. / �},r Q 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q 14., �.0„ fabrication,handling,shipment and Installation of components. neessary. 7.Designlaesassumes adequate ne dthifae is of sprovided. p f I�,,,\,. 6.This design Is furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center 11111H$1111111111 TPIM/TCA in BCSI,copies of which will be furnished upon request, git coincideintwith joint aIn nche. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111110 1111111 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 k1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2.4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24,0" 0.C. 2.3=(-68) 30 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10,0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -58/ 287V -14/ 73H 5.50" 0.46 KDDF ( 625) 1'- 9.2" -3/ 60V 0/ OH 5.50' 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -44/ 94V 0/ OH 1.50" 0.15 KDDF 625) C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc soacing.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083" 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 -i MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9' 11 /0416.001 - MAX HORIZ, TL DEFL = -0.000" @ 3'- 10,9" 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=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, sr (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), 0 load duration factor=1.6, N Truss designed for wind loads in the plane of the truss only. co/_ 0 v o o/ 1 2 4► M-3x4 J., ), 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 4. 6, A� WARNINGS: GENERAL NOTES,unless otherwise noted: "V-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 �f`L/ ® . i-- Truss: ' Truss: ASJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper _,,,,,,°9210 2.204 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. 4140P ,+r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at M"' DES. BY: BS 2'c.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r0llw!. ' DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Ct 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 A OREGON lt/ SEQ. : 5992832 fasteners are complete and at no time should any loads greater than ti.Design assumes trusses are to be used in a non-corrosive environment, ht� "if O fX +s TRANS I D: 403334 design loads be applied to any component. 'and are for"dry condition'of use. },. 5.CompuT us hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If © 14, 2 „Op., fabrication,handling,shipment end installation of components. necessary. 44 A'-k 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 VIII VIII VIII III I VIII IIII I III III IIII TPI/WTCA In BCSI,copies of which will be furnished upon request. Digit coincide with joint ain lines. 9.Digits Indicate size of plate In inches. MiTek USA,InC./COmpuTNs Software 7.6,6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111111This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF M1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -3) 42 2.4=(0) 0 BC: 2x4 KDDF M1&BTR SPACED 24..0" O.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 BAG 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" -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 far net)-5 psf) uplift at 24 "oc spacing.l REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ O'-•10.0" Allowed = 0.111" MAX BC PANEL LL DEFL = 0.D01" @ 1'- 0.1" Allowed = 0.050" MAX TC PANEL TL DEFL = -0.001" @ i'- 2.9" Allowed = 0.145" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.00 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 co o/ � cp 1 2� 41110.--- )' )' y y 0-10 2-00 (PROVIDE FULL BEARING:Jts:2.4.3' Ope JOB NAME : POLYGON PLAN 5-6 NH - ASJ1 Scale: 0.7139 ���.cxN os Scale: WARNINGS: GENERAL NOTES,unless otherwise noted: ""'"- WARNINGS: 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 4tw •924 0 E Y' 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. �+ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at / DES. BY• BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal�C). ' DATE• 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ' It 4.No load should be appled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7y OREGON 40SEQ. : 5992833 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G, �1 ,ib' A.. TRANS I D: 403334 design loads be applied to any component. 5. and are for"drycondition"of use. e //G+� r i". CompuTrus has no control over end assumes no responsibility for the .Design assumes full bearing at all supports shown.Shim or wedge if 14 `y necessary. /y�'A'9)' �Q fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 'Q1 6.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII MN III I MIEN VIII I(III 7PI/WTCA in BCSI,copies of which will be furnished upon request. git coincide with jointaIn Inches.9.Digits indicate size of plate In Inches. MiTek USA,InC./COrI1pulrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1