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Plans (106) ?Avg MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL13-290_UP_H Fax 916/676-1909 2610 BC 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:R42684373 thru R42684384 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. R0p PROP, <c, 2 `t 87 2PE of y SAT OREGON rt4 1/ 0 1118EB �1 �O ©`s, A. NER�� EXPIRES:06/30/2015 August 25,2014 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 2610 BC • R42684373 PL13-290_UP_H F01 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 5 Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:38 2014 Page 1 ID:_egh?ek1 p1 OgFEQgnUa1 oSyJt2m-xz3INID3wNn_Oyv15i5aF?3X]?yGp7nF6fznNMykJbR I 2-6-0I 9-5.411 1-2-0 I I 0-17-8 I1 1-2-0 I I 2-1-0 1 Scale=1:28.5 3x5= 3x4= 3x4= 3x5= 3x4= 1 2 3 4 5 6 7 8 9 10 ee e O _;•• o e O � O\_ O O o N N O O O _, 1 17 16 15 14 13 12 see.. 3x4= 3x8 = 3x4= 3x8= 3x4 = 8-10-12 14-5-12 I 8-2-4 8-33��''ll2 19-5-12 1 13-3-12 1p-10-121 16-9-12 1 8-2-4 0-1-'8 0-7-0 3-10-0 0-7-0 0-7-0 2-4-0 0-7-0 Plate Offsets(X,Y): [6:0-1-8,Edgel,[8:0-1-8,Edge],[9:0-1-8,Edge],[16:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.73 Vert(LL) -0.28 13-14 >719 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.92 Vert(TL) -0.44 13-14 >460 360 BCLL 0.0 Rep Stress Ince YES WB 0.67 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:76 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: 2-2-0 oc bracing:13-14. REACTIONS (lb/size) 18=734/0-4-4 (min.0-1-8),11=734/0-4-8 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2547/0,3-4=-2547/0,4-5=-2895/0,5-6=-2895/0,6-7=-2851/0,7-8=-2851/0,8-9=-1674/0 BOT CHORD 17-18=0/1557,16-17=0/2931,15-16=0/2895,14-15=0/2895,13-14=0/1674,12-13=0/1674,11-12=0/1674 WEBS 8-13=-324/0,9-12=0/347,2-18=-1680/0,2-17=0/1069,4-17=415/0,4-16=-302/0,8-14=0/1312,7-14=-294/0, 6-14=-352/0,9-11=-1851/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard ��E 3 PRQpFss ��S �tGIN� '4 /� 41r -37 ' 870 2PE y AOEGO /j S ' Ob� M8ER 1SSk M EXPIRES:06/30/2015 August 25,2014 S A WARM%-Verify design yaralnerets and RFAO NOTES ON THIS AND INCLUDED KTTB(REFERENCE PAGE 1417-7473 reg 1/11/2034 BEFORE USE Design vorid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. �x Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillify of the MiTet erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding TeR fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/711 Quality Criteria,DSB-119 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 IfSautheosPine(SF)lumber is specified,the desig sabresare these effective 05)01/2013 by ALSC Job Truss Truss Type Qty Ply 2610 BC PL13-290_UP_H F02 R42684374 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MTek Industries,Inc.Mon Aug 25 09:49:39 2014 Page 1 ID:_egh9eklp1OgFEQgnUaloSyJt2m-P9d7b2Ehhhvrd5UUeQcpoDbmgPMtYcgoLJiKwoykJbQ 1-0-0 10-8-4 1 1 1-2-0 I I 1-8-8 I 1-9-0 1 1 1-2-0 11 1-4-4 1 1 1-6-0 1 1-6-0 1 Scale=1:32.7 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x5=- 1 2 3 4 5 6 7 8 9 10 < Y' 1 14 15 16 o o - o ® 40, o e -0. a o _ 2' 26 25 24 23 22 21 20 19 18 17 3x4= 4x5= 3x5= 3x5= 3x4= 3x6= 3x8 = 3x4= 9-5-12 14-5-12 1 8-3-12 81-10-121 1 13-3-12 18-10-12 19-2-8 8-3-17 0-7-0 0-7-0 3-10-0 0-7-0 0-7-0 4-8-12 Plate Offsets(X,Y): [10:0-1-8,Edge],[12:0-1-8,Edge],[13:0-1-8,Edge],[23:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/dell Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.29 21-22 >780 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.46 21-22 >499 360 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.06 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 92 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 27=839/0-4-4 (min.0-1-8),17=839/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1522/0,3-4=-1522/0,4-5=2658/0,5-6=-2658/0,6-7=-3409/0,7-8=-3409/0, 8-9=-3795/0,9-10=3795/0,10-11=-3782/0,11-12=-3782/0,12-13=-3057/0, 13-14=2065/0,14-15=2065/0 BOT CHORD 26-27=0/810,25-26=0/2135,24-25=0/3077,23-24=0/3646,22-23=0/3795,21-22=0/3795, 20-21=0/3057,19-20=0/3057,18-19=0/3057,17-18=0/1161 WEBS 9-23=-273/0,12-20=-282/0,13-19=0/322,2-27=-1135/0,2-26=0/997,4-26=-858/0, 4-25=0/732,6-25=-587/0,6-24=0/465,8-24=-391/0,8-23=0/493,12-21=0/929, 11-21=-270/0,10-21=-107/281,15-17=1396/0,15-18=0/1086,13-18=-1239/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. � ° PR°Fe, LOAD CASE(S) Standard S 87022 PE • - p �" OREG I N ti? tt// -9Or, &ER \\ \© s`Ss A. HEA P EXPIRES:06/30/2015 August 25,2014 A Ar WARDEN-Verify design parameters and READ POTESON THIS AND IMIUDEp METER REFERENCE PAGE HII-1413 281/Z4,/2014 BEFORE USE �� Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for on individual building component.` Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MITek° fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane,Suite 109 It Southern Pine ISP)lumberis specified,the design ga toes ere those effectrve05/01/2013 byAL.SC. Citrus Heights.CA,95610 Job Truss Truss Type Qty Ply 2610 BC R42684375 PL13-290_UP_H F03 Floor 5 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:39 2014 Page 1 ID:_egh?eklp1OgFEQgnUaloSyJt2m-P9d7b2Ehhhvrd5UUeQcpoDbr8PVYjiOLJiKwoykJbQ I 1-3-15 1-2-0 1 1 0-5-11 2-6-0 I Scale=1:11.4 3x4 = 1 1.5x3 II 2 3 1.5x3 11 4 3x4= 5 1.5x3 I I — ® ® b N q Ar N 1.5x3 II 3x4= 9 8 7 6 3x4= 3x4= 1-6-15 2-1-15 I 2-8-15 2110 5-11-0 1-6-15 0-7-0 0-7-0 0-1 3-0-9 Plate Offsets(XX): [2:0-1-8,Edge),[7:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.02 6-7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.03 6-7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:28 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 5-11-0 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=255/Mechanical,6=255/0-1-12 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-317/0,3-4=-317/0 BOT CHORD 8-9=0/317,7-8=0/317,6-7=0/390 WEBS 2-9=-391/0,4-6=-421/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)6. 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. LOAD CASE(S) Standard 5 NG1N .E6 /01. �k7 870 2PE /�' CV y��j, OREGON (1b 1t✓N 9O' BER \\\'�� A. HER EXPIRES:06/30/2015 August 25,2014 f A WARNING-Verify design parametars and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-1473 ret 1/29/2914 BEFORE USE Design valid for use only with MiTek connectors.This design k based only upon parameters shown,and is for an individual building component.A '' Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the �t erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MITek' fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIl Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern rine(SPI ioniser is spec 4ied,+dre design vetoes ate those effective 0QJo1p2e23 by ALSO Job Truss Truss Type Qty Ply 2610 BC R42684376 PL13-290_UP_H F04 FLOOR 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mort Aug 25 09:49:40 2014 Page 1 ID:_egh?eklp1OgFEQgnUaloSyJt2m-uLBVoOFJS_1iFF3hC782KQ8?NpsoHBhYazSuSEykJbP I 2-2-4 1 3x4= 2 1.5x3 II Scale=1:8.8 0 0 i } \ f 4 3 1.5x3 II 3x4= I 2-5-4 I 2-5-4 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) 0.00 4 `""' 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.02 Vert(TL) -0.00 3-4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 12 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-5-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(fiat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=102/Mechanical,3=102/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Refer to girder(s)for truss to truss connections. 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/I-PI 1. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 5,5 titGIN��''4 /0 2 ` 87022PE 9 y -0). OREGON r tc// On 'WEER �'` �a4 s A. HER''A EXPIRES:06/30/2015 August 25,2014 it it ®WARNING-Verify rtnaign parameters and READ NOUS ON THIS AND INCLUDED MITER REFEREMTRAGE NII-1413>ex 1/29/2014 BEFOREf15£ —_ 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 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 Quality Criteda,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 I it Southern Pine ISP]camber is specified,she design vetoes me those effective 09/01/2013 byALSC Job Truss Truss Type Qty Ply 2610 BC PL13290_UP_H F05 R42684377 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:41 2014 Page 1 ID:_egh?ekl p1 OgFEQgnUal oSyJt2m-MXItOkGxCIAZtPetmgfHteg5?C2VOTBhocBR_hykJbo 1 1-0-0 1 10-8-4 11 1-2-0 11 1-5-8 11 2-0-0 1 I 1-2-0 I I 2-3-8 2-6-0 I Scale=1:33.2 4x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 3x8= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 e .441111M/All\.... .....;Aiii/A.\ --********S- ifill - _...r-10 .-..dillIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII _...-y 9 e A 24 23 22 21 20 19 18 17 3x4= 4x5= 3x5= 3x5 = 3x4= 3x6= 3x5= 3x4 = 9-5-12 14-5-12 I 8-3-12 8(10-121 1 13-3-12 13-10-1T 1 19-6-4 8-3-12 0-7-0 0-7-n 3-10-0 0-7-0 0-7-0 5-0-8 Plate Offsets(X,Y): [10:0-1-8,Edge],[12:0-1-8,Edge],[17:0-1-8,Edge],[21:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.54 Vert(LL) -0.34 18-19 >683 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.70 Vert(TL) -0.53 18-19 >442 360 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.07 16 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:92 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 25=853/0-4-4 (min.0-1-8),16=853/0-2-8 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1550/0,3-4=-1550/0,4-5=-2714/0,5-6=-2714/0,6-7=-3493/0,7-8=-3493/0, 8-9=-3907/0,9-10=-3907/0,10-11=3977/0,11-12=3977/0,12-13=-3210/0, 13-14=-3210/0 BOT CHORD 24-25=0/824,23-24=0/2177,22-23=0/3147,21-22=0/3744,20-21=0/3907,19-20=0/3907, 18-19=0/3210,17-18=0/3210,16-17=0/1855 WEBS 9-21=-285/0,12-18=-260/0,13-17=396/0,2-25=1155/0,2-24=0/1016,4-24=-878/0, 4-23=0/751,6-23=-607/0,6-22=0/485,8-22=-407/0,8-21=0/512,12-19=0/987, 11-19=290/0,10-19=-9/349,14-16=2002/0,14-17=0/1482 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)16. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUfPI 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. � PR OPeec, < c. LOAD CASE(S) Standard means. :; ANG) JE 9 wo 1- 444 87022PE N N 7 �4)), OREG N 4,z)‘,4_,,14./ ' 9O $ER 1� °S q. He EXPIRES:06/30/2015 August 25,2014 i •A WARNING-Verify design parameters and READ MIES ON MIS AND INCLUDED NITER REFEREFr E PAGE KII-7473 me 1/29/2014 BEFORE USE . Design valid for use only with Meek connectors.This design is based only upon parameters shown,and is for on individual building component. �� Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. 7777 Greenback Lane,Suite 109 Citrus Heights,CA.95610 I if Southern Pure(SPj.lumber is sp.sfiesd,tine design values are those effective 46JlT2p 1013 byAL$( Job Truss Truss Type Qty Ply 2610 BC R42684378 PL13-290_UP_H F06 Floor 4 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:42 2014 Page 1 ID:_egh?ek1 p1 OciFEQgnUa1 oSyJt2m-gkJGD3GazcIQUZD3KYAWQrDG?cNUIzTr1 Gx_W7ykJbN 1 1-0-0 1 10-8-0 I I t-2-0 I I 1-8-8 I I 1-9-0 II 1-2-0 II 1-5-8 1 1 1-6-0 1 1-6-0 1 Scale=1:32.9 4x4 = 3x4= 3x4= 3x4= 3x4 = 3x4 = 3x4= 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 • o a 0o • • O 26 25 24 23 22 21 20 19 18 17 3x4= 4x5 = 3x5= 3x5= 3x4= 3x6= 3x8= 3x4 = 9-5-12 14-5-12 I 8-3-12 q-10-12 1 13-3-12 13-10-12 1 19-3-12 8-3-12 0-7-0 0-7-0 3-10-0 0-7-0 0-7-0 4-10-0 Plate Offsets(X,Y): [10:0-1-8,Edge],[12:0-1-8,Edge],[13:0-1-8,Edge],[23:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.46 Vert(LL) -0.30 21-22 >768 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.47 21-22 >491 360 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.06 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:93 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 27=844/0-4-4 (min.0-1-8),17=844/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1531/0,3-4=-1531/0,4-5=-2676/0,5-6=-2676/0,6-7=-3437/0,7-8=-3437/0, 8-9=-3834/0,9-10=-3834/0,10-11=-3833/0,11-12=-3833/0,12-13=-3115/0, 13-14=-2080/0,14-15=-2080/0 BOT CHORD 26-27=0/815,25-26=0/2149,24-25=0/3100,23-24=0/3679,22-23=0/3834,21-22=0/3834, 20-21=0/3115,19-20=0/3115,18-19=0/3115,17-18=0/1168 WEBS 9-23=-278/0,12-20=-281/0,13-19=0/312,2-27=-1141/0,2-26=0/1003,4-26=-865/0, 4-25=0/738,6-25=-594/0,6-24=0/472,8-24=-397/0,8-23=0/502,12-21=0/925, 11-21=-271/0,10-21=-97/292,15-17=-1403/0,15-18=0/1097,13-18=-1261/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. n_“) PR OFe.,., LOAD CASE(S) Standard ��C" ANG 1 N4. > 2 sti "57 8 S 2PE ( r 7 --ojOREGO1 ti 4/ �S A. NE¢N4P EXPIRES:06/30/2015 August 25,2014 t A WARNTPS-Verify parameters and REM NOTES ON MIS AND INaUDED AMEX REFEREME PAGE M77-1473 ret 1/29/2014BEE-GREUSE 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,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,USB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Souttseaxs Pint(5P)hunter is sperified,tfre design values are talose effective G6/01/2013 by ALS( Job Truss Truss Type Qty Ply 2610 BC R42684379 PL13-290_UP_H F07 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:42 2014 Page 1 ID:_egh?ek1 p1 OgFEQgnUa1 oSyJt2m-gkJGD3GazcIQUZD3KYAWQrDLNcVO13Dr1 Gx_W7ykJbN 1 0-9-12 2-6-0 Scale=1:11.9 1 3x4= 21.5x3 I I 3 3x4= 41.5x3 I I 0 0 N N • 3x6= 41, 7 6 1.5x3 I I 3x4= I 6-2-4 6-2-4 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.00 5-6 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.14 Vert(TL) -0.06 5-6 >999 360 BOLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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) 7=267/Mechanical,5=267/0-4-4 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-7=-284/0 BOT CHORD 5-6=0/416 WEBS 3-5=-449/0,1-6=0/373 NOTES 1)Refer to girder(s)for truss to truss connections. 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIRPI 1. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard II kJ`r" 87022P. �" / 5.y ��j OR GON �ti "S) `�M�ER \� �p SSA. HO; EXPIRES:06/30/2015 August 25,2014 0 A WARNING-Verity design yammerers and READ M1ES ON MIS ARO DELUGED MIIEN REFERENCE PAGE MII-1473 rue.1/25/2014 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �i Applicability of design parameters and proper incorporation of component is responsibility of.building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the ' + 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-69 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 lfSautherrr Pine ISPj timber is tsseciffed.the design valves are those effective 06/1/2013 ksyA.SC Job Truss Truss Type Qty Ply 2610 BC R42684380 PL13-290_UP_H F08 Floor 1 1 Job Reference(optional) Pacific Lumber Si Truss Co., Lake Oswego,Oregon 7.430 S Jul 25 2013 MTek Industries,Inc.Mon Aug 25 09:49:43 2014 Page 1 ID:_egh?ek1 p1 OgFEQgnUal oSyJt2m-IwseRPHCkv0H6joGtFhly3mSvOnLUQu_GwgY3ZykJbM 1 1-0-0 1 10-7-8I 1-2-0 1.8-8 I1 1-9-0 11 1-2-0 H 1-5-8 H 1-6-0 1 1-6-0 1 Scale=1:32.6 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 9 B o 26 25 24 23 22 21 20 19 18 17 3x4= 4x5= 3x5= 3x5= 3x4= 3x6= 3x8= 3x4= 14-5-0 1 8-33-0 B-10-019-5-0 1 13-3-0 13-10-( 19-3-0 0-7-05 0-7-0 3-10-0 0-7-0 0-7-0 4-169 Plate Offsets(X,Y): [10:0-1-8,Edge],[12:0-1-8,Edge],[13:0-1-8,Edge],[23:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.21 20-21 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.42 Vert(TL) -0.33 20-21 >705 360 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:93 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, Except: 6-0-0 oc bracing:26-27,25-26,17-18. REACTIONS (lb/size) 27=841/0-3-8 (min.0-1-8),17=841/Mechanical,17=841/Mechanical Max Horz 27=2601(LC 1),17=-2601(LC 1),17=-2601(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1525/0,3-4=-1525/0,4-5=2663/0,5-6=-2663/0,6-7=-3417/0,7-8=-3417/0, 8-9=-3816/0,9-10=-3816/0,10-11=3806/0,11-12=-3806/0,12-13=-3114/0, 13-14=-2070/0,14-15=-2070/0 BOT CHORD 26-27=-1776/0,25-26=-647/0,24-25=0/601,23-24=0/1097,22-23=0/1216,21-22=0/1216, 20-21=0/684,19-20=0/684,18-19=0/684,17-18=-1471/0 WEBS 9-23=-284/0,12-20=-274/0,13-19=0/311,2-27=-1155/0,2-26=0/980,4-26=-884/0, 4-25=0/711,6-25=-612/0,6-24=0/4.44,8-24=-418/0,8-23=0/500,12-21=0/900, 11-21=-264/0,10-21=-106/282,15-17=-1412/0,15-18=0/1076,13-18=-1269/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Non Standard bearing condition. Review required. 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUTPI 1. [} P R Q,c . 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.13r X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �, ��) F� �19 O LOAD CASE(S) Standard Q�G7 8 2PE �Af f i 7 43 OREGO (f ,,41../9O cc BER 1� �S A. HE EXPIRES:06/30/2015 August 25,2014 1 t ®WARNING-Verifydeaignparamrtee and REAtl AWES ON7NISAND INCLUDED MEN REFERElrEPAGE Iiff7-7473 reg.1/29/2014 BEFORE USE Design valid for use only with Wok 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 MiTe'k° 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/TPIT Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 tf Southern Pine ISR)tumtrsr is specithed ttseatestgn values ore those effective 94,6D1/201.3 by&LSC Job Truss Truss Type Qty Ply 2610 BC R42684381 PL13-290_UP_H F09 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:44 2014 Page 1 ID:_egh?ek1plOgFEQgnUa1oSyJt2m-m6Q0eIIgVDY8ktNSRzC_VGIhsQBuDzo8VaQ5b?ykJbL I °-8-4 I I 2-6-0 I Scale=1:11.6 1 3x4 = 2 1.5x3 II 3 3x4= 4 1.5x3 \ ., 0 N o/ 3x6= E. 7 6 1.5x3 II 3x4= I 6-0-12 I 6-0-12 LOADING(psi) SPACING 1-7-3 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.00 5-6 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.14 Vert(TL) -0.06 5-6 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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) 7=261/Mechanical,5=261/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-7=-283/0 BOT CHORD 5-6=0/403 WEBS 3-5=-435/0,1-6=0/363 NOTES 1)Refer to girder(s)for truss to truss connections. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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. LOAD CASE(S) Standard 4c7 - `r- 87022PE . t 7 "0), OREG•N o4/ 'A0 4iBER \� 4) EXPIRES:06/30/2015 August 25,2014 t r A WARNING-Verifydesiga parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENR:E PAGE MII-1413 reF 1/25/2014&tFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component." Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek' fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/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 ff5esuthetn Tine(5P)lumber is specified,the design values are these effective 04/*1,d3023 byAlSC Job Truss Truss Type Qty Ply 2610 BC PL13-290_UP_H F10 Floor 2 1 R42684382 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:45 2014 Page 1 ID:_egh?eklp1OgFEQgnUaloSyJt2m-EJ_Or5JSGXg?MOye?gjDlUrj_gO?yGbHjE9f7SykJbK 1 1-0-0 10-114 II 1-2-0 II t-9-0 11 1-8-8 11 1-2-0 I Q-1 1 1-3-0 1 Scale=1:33.5 4x6= 4x5= 3x4= 3x4= 3x4= 3x4= 3x4 = 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 . ir,N , -N1 o,, vw.o.N.Nior. ..-_-w- ..:..\44 ,qui.N. - 14%%%4411111111111"W''' . 9 N 6 9 O - 2 26 25 24 23 22 21 20 19 18 3x4 = 4x5= 4x8= 3x5= 3x5= 3x5= 3x8 = 3x4 =- 1 1 2-24 12-9-4134-41 7-2-4 17-9-418441 19-8-0 1 2-2-4 0-7-0 0-7-0 3-10-0 0-7-0 0-7-0 11-3-12 Plate Offsets(X,Y): [4:0-1-8,Edge],[6:0-1-8,Edge],f7:0-1-8,Edge],[26:0-1-8,Edgej LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.73 Vert(LL) -0.36 21-22 >651 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.72 Vert(TL) -0.56 21-22 >417 360 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.07 17 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:94 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=859/0-4-4 (min.0-1-8),27=859/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1933/0,3-4=-1933/0,4-5=-3238/0,5-6=3238/0,6-7=-3797/0,7-8=-4014/0, 8-9=-4014/0,9-10=-3872/0,10-11=-3872/0,11-12=-3166/0,12-13=-3166/0, 13-14=-1879/0,14-15=-1879/0 BOT CHORD 26-27=0/857,25-26=0/1933,24-25=0/1933,23-24=0/3797,22-23=0/3797,21-22=0/3797, 20-21=0/4005,19-20=0/3586,18-19=0/2590,17-18=0/1015 WEBS 3-26=-754/0,4-25=-379/0,7-22=-288/0,4-24=0/1512,5-24=-282/0,6-24=-806/0, 15-17=-1295/0,15-18=0/1104,13-18=-908/0,13-19=0/734,11-19=-537/0,2-27=-1200/0, 2-26=0/1554,11-20=0/365,8-21=-258/0,7-21=0/611 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)27. 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. Q PR OP4s LOAD CASE(S) Standard a\Co ,tG(N .R '/O zt' 870 2PE /ter • c2 p 4:), OREGON q`�Ot� OS A. H ' EXPIRES:06/30/2015 August 25,2014 0 A WARNING-yerifydasign parameters and READ NOTES ON THIS AND 1P8209ED max REFEREl4CE PAGE M7i-7473 rah 1/29/2814 BEFORE USE �� Design valid for use only with MTek connectors.This design a 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 MITeIC fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1911 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. If Sout hems Pine l59)lumber is specified,stirs design>ualuen ere these effective(16/01/2013 by A.L.St' Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 2610 BC R42684383 PL13-290_UP_H F11 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:46 2014 Page 1 ID:_egh?eklplOgFEQgnUaloSyJt2m-wYm3RJ41goszAXrZOESahOuuDhNhlhQyuvCfuykJbJ I 2-6-0 P-5-411 1-2-0 I1 0-11-8 1 1 1-2-0 I I 1-11-4 I Scale=1:28.3 3x5= 3x4= 3x4= 3x5= 3x4 = 1 2 3 4 5 6 7 8 9 10 _ o \ ao 0 0 p 0 'INN N B 9 U - (JO ® O O 'Fi' 1 17 16 15 14 13 12 ,�JJ� 3x4= 3x8= 3x4= 3x8= 3x4= 8-10-12 14-5-12 8-2-4 8-$2 P-5-12 1 13-3-12_ 13-10-12 1 16-8- 0 I 8-2-4 5-''II 5-7-0 3-10-0 '0-7-0 0-7-0 2-2-4 0-7-0 Plate Offsets(XX): [6:0-1-8,Edge],[8:0-1-8,Edge],[9:0-1.8,Edge],[16:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.72 Vert(LL) -0.27 13-14 >734 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.91 Vert(TL) -0.42 13-14 >469 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:76 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) 18=727/0-4-4 (min.0-1-8),11=727/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2516/0,3-4=-2516/0,4-5=2841/0,5-6=-2841/0,6-7=-2786/0,7-8=-2786/0,8-9=-1593/0 BOT CHORD 17-18=0/1541,16-17=0/2883,15-16=0/2841,14-15=0/2841,13-14=0/1593,12-13=0/1593,11-12=0/1593 WEBS 8-13=-327/0,9-12=0/357,2-18=-1664/0,2-17=0/1052,4-17=-397/0,4-16=-310/0,8-14=0/1322,7-14=-290/0, 6-14=-361/0,9-11=-1785/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 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. LOAD CASE(S) Standard At00s .PR QFFss 3c ( GINE 9 /00 414 87022Pi 9r- -, , i cv y -5, OR GON q, OWN 0 MBER 't ©sk HEC'k EXPIRES:06/30/2015 August 25,2014 ®WARNING-Verify design parameters and READ Nt3TES ON THIS MD IN/LUllED MITE/f REFEREN/L PAGE MII-1473'ea 1/21/2016 BEFORE USE �� Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. �' Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the ■�i �i �( erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding I}/' fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/7N1 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 ff Southern Pine(SN)header is specified,the design trades are these effective 06J121/2o13 by ALSO: Job Truss Truss Type Qty Ply 2610 BC R42684384 PL13-290_UP_H F12 Floor 3 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:46 2014 Page 1 ID:_egh?eklplOgFEQgnUaloSyJt2m-iVYm3RJ41goszAXrZOESahOObDsXhsyQyuvCfuykJbJ 2-6-0 1-9-11 I I 1-2-0 I I c-5-5 I Scale=1:16.8 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 • 6 0 N ee e e e - 3x4 = 1 = 9 8 7 3x4 = 3x4 = 3x4= I 4-5-3 4-p-i 1 5-1-11 1 5-8-11 511013 8-11-0 4-5-3 0-1 0-7-0 0-7-0 0-1-8 3-0-13 Plate Offsets(X,Y): [8:0-1-8,Edge],[9:0-1-8,Edge] LOADING(pst) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.19 Vert(TL) -0.08 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.21 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=387/0-2-8 (min.0-1-8),7=387/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-797/0,3-4=-797/0,4-5=-797/0 BOT CHORD 9-10=0/705,8-9=0/797,7-8=0/726 WEBS 2-10=-761/0,5-7=-784/0,5-8=-18/324 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 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. LOAD CASE(S) Standard (RSD PRQ,c "01 G022INE�9PE %87gr 7 �4j, OREG N I, N 9O, �M$ER 1� �� Or, A. ¢\,' EXPIRES:06/30/2015 August 25,2014 t a ,Q WARNING-Yeriffdesign parameters and READ NOTES ON THIS AND MUM MITEK REFERENCE PAGE 1111.1473 rex I/29/2O16 BEFORE USE Design valid for use only with MiTek connectors.This design B based only upon parameters shown,and is for an individual building component. �s Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the WIRE*" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding WI fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 it Southern Pine(SP}timber is specified,the design values are those effective tISN1/2013 byALS(. Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4' Center plate on joint unless x,y I 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property offsets are indicated. Damage or Personal Injury ME Dimensions are in ft-in-sixteenths. 111141k 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. 1/16 n C1-2 C2_3 Q-/7 g 2. Truss bracing must be designed by an engineer.For wmayide trussrequire spacingbracing,,individualoralternative lateral braces themselves Tor bracing should be considered. xripU �� 3. Never ed dsign dand eO P'' stack materialsexceonthe inadequately bracedshown trusses. 4. Provide co les of thisetruss desiloaning to the buildin n For 4 x 2 orientation,locate c's ce cs-s O p g g ver 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,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION Southern Pine lumber designations are as follows: 12.Lumber used shall be of the species and size,and (Indicated by symbol shown and/or SYP represents values as published in all respects,equal to or better than that specified. by text in the bracing section of the by AWC 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. Indicates location where bearings (supports)occur. Icons vary but 16.Do not cut or alter truss member or plate without prior 4.1.10 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. ...--z.:-. Min size shown is for crushing only. Ind 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 1111 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, 1 /1■1 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 o v v Co P N N O 2 D m �� E;mtOm ▪ A o o-i r a w '' W 170~ 8 0 a — Z• m0 d ~o WZ m Z 0 Z $ -< 0 0 Z • _ J. 61'-3112" ni n • o Z 5' -3112" I 39'-6" 161-6' r on < < 01. m 1 5' -3112' I 0 - m 4 I 1 I 42 O 11 1 H A z m y \ \ 1 I 1 1 1 m m NMI �1 1 • y v 'w m i 0 0 0 \ ► a zz z z a E2 m ?rill '1 m It , lo �'I O N yy likkitil`I o y ,- I N1 O �L I m Z 4I 5� I, ' I 1 11111 I / '\` 1lt` i d I .N1 11 ti E. O 0Ao I d Pligldig v ~ Mil 071 II11111111 44 $O mmm w DZOn51 I, 1 � _ 1�illII ii dnw io 1 a fly E5In 0 cr N • ,�' '+ T-3112' i 3TC" 16'-6" a agh r61'-31/2" • + 1a-0" N in ® CONFORMS TO DESIGN CONCEPT -; OX CONFORMS TO DESIGN CONCEPT DESIGN CONCEPT WITH p 1V-0`SET BACK CONFORMS TO CONFORMS TO DESIGN CONCEPT WITH REVISIONS TOAS SHOWN VERIFY REVISIONS NOTED -4°4 m . NON-CONFORMING-REVISE&RESUBMIT C NON-CONFORMING-REVISE AND RESUBMIT 0 THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE o WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE A FABRICATORMENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE 09 m DRAWINGS,SPECIFICATIONS,AND APPLICABLE CODES.ALL OF WHICH HAVE `I PRIORITY OVER THIS SHOP DRAWING. DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY By Alexia Fukui Date 9/22/14 OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. N MILBRANDT ARCHITECTS By: Todd R. Eaton Date: September 19, 2014 09 CT ENGINEERING INC 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). .1.4.0 N.4,-3:sztc14::11:„ o PRopp de , I ' ' 4*' i .0, seei 7.0.):,„Fr4•!,"i t tea P5 � /Oil// � EXPIRES 6130/I 1IIII 11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 0.0" ICOND. 2: Design checked for net(-5 nsf) uplift at 24 "oc spacing.) TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. • TC LATERAL SUPPORT <= 12"0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. Connectorplate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF 9 TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc p M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=l.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. 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. 8-06 8-06 T IIM-4x4 12 6.00 I/ 12 \I 6.00 M 4 co �f O o A CD 1 M-3x4 M-3x4 J, ), y 1-06 17-00 1-06 R JOB NAME : 2610-6 NH POLYGON - Al Scale: 0.4456 `;<c v�L PN ox, k5), WARNINGS: GENERAL NOTES,unless otherwise noted: �t 7 {f l7. 'vim 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual t•9 G 1_f f:-tom. Truss: Al 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 bradng to insure stability during construction 2,Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by WIPP' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(EC). CC DATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ n l " 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 'J? ,,qq__OREGON f1/ SEQ. : 6054134 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, ;w" 'if A"� A �7 r� design loads be applied to any component. and are for"dry condition"of use. //i '7}+ 14, 2.0 �-4- TRANS I D. 4O!736 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 p_ fabrication,handling,shipment end installation of components. Design ne sessary. 44k-R R S t 7.Pesi s assumes atedadequate both drainagecis ftruss, provided. 1. 8.This design is famished subject tome limitations set forth by 8.Plates shell be located on both faces of W ss,and placed so their center 111111111111100111 TPIANTCA in BCSI,copies of which will be furnished upon request. Digit coincideitwith joint acenter lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 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) 76 2.7=(•238) 903 3-7=(-268) 212 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-1088) 302 7-6=(-227) 907 7.4=( -75) 456 WEBS: 2x4 KDDF STAND 3-4=( •816) 200 7.5=(-275) 211 LOADING 4-5=( -816) 214 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-1092) 309 BC LATERAL SUPPORT <= 12"OC. UON. DL VN BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" •153/ 899V -76/ 87H 5.50" 1.44 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 0.0' -85/ 713V 0/ OH 5.50" 1.14 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ •1'- 6.0' Allowed = 0.200" MAX LL DEFL = -0.024" @ 8'- 6.0" Allowed = 0.804" MAX BC PANEL TL DEFL = -0.055' @ 13'- 1.8" Allowed = 0.499" MAX HORIZ. LL DEFL = 0.012" @ 16'- 6.5° 8-06 8-06 MAX HORIZ, TL DEFL = 0.018" @ 16'- 6.5' '/' T NOTE:Design assumes moisture content does 4-05-06 4-00-10 4-00-10 4-05-06 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 L H M-4x4 X16.00 .0" Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 4 , 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Rt v Truss designed for wind loads in the plane of the truss only. 1.1 M-1.5x3,40111111 M-1.5x3 co co O C 4 Se 7 i 6 o 1 M-3x4 M-3x8 M-3x4 1, 1, y 8-06 8-06 y y y 1-06 17-00 Scale: 0.3533 ti�� p N ,,6,'>0 JOB NAME: 2610-6 NH POLYGON - A2 r, , WARNINGS: GENERAL NOTES,unless otherwise noted: 4� ► /�/� "3,, A2 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 A2 and Warnings before construction commences. building component.Applicability of design parameters end proper y 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 ,fir DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -,,p°':-w Cr DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -7 ,+/�OREGON ter SEQ. : 6054135 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, Gt "71 aA 1 A, design loads be applied to any component. and are for"dry condition"of use. f" 1 4° �.4... TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and Installation of components. necessary, [-.Fi R i'` '= 7.Design assumes adequate drainage is provided. C 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 _ (IIIII IIIII III Ell IIIII IIIII II II(III III) TPIANTCA in BCSI,copies of which will be furnished upon request. git coincideinatwith jointaIn che. 9.Digits indicate size of plate In inches. G 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 1E1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 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) 76 2- 7=(-472) 1687 7- 3=( -67) 453 BC: 2x4 KDDF H1&BTR SPACED 24.0" 0.C. WEBS: 2x4 KDDF STAND 2- 3=(-1937) 527 7- 8=(-442) 1531 3- 8=(-811) 377 3- 4=( -910) 204 8- 9=(•469) 1543 8- 4=( -32) 423 LOADING 4- 5=( -910) 223 9- 6=(-502) 1699 8- 5=(-823) 405 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1948) 573 5- 9=) -74) 456 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -153/ 899V -76/ 87H 5.50' 1.44 KDDF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 0.0" -85/ 713V 0/ OH 5.50" 1.14 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) 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 = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.050' @ 14'- 3.8" Allowed = 0.804" MAX TL CREEP DEFL = -0.096" @ 8'- 6.0" Allowed = 1.072" 8-06 6.06 T I I MAX HORIZ. LL DEFL = 0.042" @ 16'- 6.5" 2-09 5-09 5-09 2-09 MAX HORIZ. TL DEFL = 0.067" @ 16'- 6.5' 2 NOTE:Design assumes moisture content does 12 1 6.00 IIM-4x4 �I6.00 not exceed 19% at time of manufacture. 4.0" Design conforms to main windforce-resisting 4 p system and components and cladding criteria. Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 1 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 to * M 3x4 Cr) .......00001 -=- „a M-3x4 M o to ma, -- M-5x6 M-3x8 M-5x69 o CD 1 .� *6�i� o 0 0 2.75 $ 2X WEDGE 12 W/(2) M-3X4 TYP, 2.75 12 ), y ), ), y 2-05-08 5-10-12 6-02-04 2-05-08 y 1 ), ), y 1-06 2-05-08 12-01 2-05-08 ,1 1, y 1-06 17-00 e. JOB NAME : 2610-6 NH POLYGON - A3 Sale: 0.3242 ,��` °��y�J�+yp�s o WARNINGS: GENERAL NOTES,unless otherwise noted: L47 �! ! f / -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 E. +"' Truss: A3 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 end bottom chords to be laterally braced at ' DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by � � DATE: 9/9/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywoodaired sheathing(TC)and/or drywall BC. it P ty 9 4. In2Impact bodging or lateral bracing required the where shown + ( ) _111 OREGON '' 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. `V SEQ. : 605413670 C 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, / '�I' h� TRANS I D: 407736 36 design loads be applied to any component. 6.Designand afor assumes full of atsall supports // '7 ° 5.CompuTrus has no control over and assumes no responsibility for the9 shown.Shim or wedge if Q. 14,. i,., fabrication,handling,shipment and Installation of components. 7Dnecessary. A,.4)"' } { {. 6.This design is furnished subject to the limitations set forth bya.Design assumes adequate drainage Is provided. `v"/ 1. IIIIII IN IIIII VIII VIII 0111 VIII III IIII 8 Plates shall be located on both faces of truss,and placed so their center TPINYfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Dits MiTek USA,InC./CompuTrus Software 7.6.6(1 L)-E late in inches. 0.Fo basic connector plcate size of ate design values see ESR-1311,ESR-19e8(MiTek) EXPIRES:12/31/2015 1E11111This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 10-00-00 GIRDER SUPPORTING 17-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2513) 511 1.5=(-481) 2160 5.2=( -278) 1514 4.7=(-1751) 377 BC: 2x6 KDDF H1&BTR 2.3=( -716) 174 5.6= 472 ( ) WEBS: 2x4 KDDF STAND; ( ) 2107 6-3= -1-49 4166 LOADING 3-4=( -589) 173 6-7=( -60) 107 6-3=( -43) 263 2x4 DF STAND A LL = 25 PSF Ground Snow (Pg) 6-4=( -372) 1773 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 0.0' V TC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL( 187.5)+DL( 147.5)= 335.0 PLF 0'- 0.0" TO 10'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -427/ 2057V -62/ 155H 5.50' 3.29 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10'- 0.0" •411/ 1933V 0/ OH 5.50" 3.09 KDDF ( 625) NOTE: 2x4 BRACING AT 24"0C UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 Osf) uplift at 24 "oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Single member as shown. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Hangers attached to the bottom chord MAX LL DEFL -0.036" @ 4'- 7.0" Allowed = 0.454" will have 1.5' max. nail penetration. MAX TL CREEP DEFL = -0.074" @ 4'- 7.0" Allowed = 0.606" Connector plate prefix designators: MAX HORIZ. LL DEFL = 0.008" @ 9'- 10.3' C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc MAX HORIZ. TL DEFL = 0.014° @ 9'- 10.3" M,M2OHS,M18HS,M16 = MiTek MT series 8-10-03 1-01-13 NOTE:Design assumes moisture content does T f f not exceed 19% at time of manufacture. 4-08-12 4-01-07 1-01-13 Design conforms to main windforce-resisting T T .' .' system and components and cladding criteria. 12 M-4x6 Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 D (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-7x8 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. d1i o 0 -4- M-5x10 M-5x10 CD i...- -45 6 =w.7 M-3x8 M-8x10 M-1.5x3 y y 1, y 4-07 3-10-04 1-06-12 y y 10-00 WEDGE REQUIRED AT HEEL(S). JOB NAME : 2610-B NH POLYGON - B1 ,ti' a � ��L Scale: 0.3877 `5 ` '%7!Ir1� �< WARNINGS: GENERAL NOTES,unless otherwise noted: ('4 T l!//7 �!fC� 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 w 0 r L. 1.- Truss: B 1 and Warnings before construction commences. building component.Applicability of design parameters and proper / j 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �� Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �Mtr 4SEQ. : 6054137 . No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, N� X,, TRANS I D: 407736design loads be applied to any component. 5. and are for"dry condition"of use. 6. " S CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge if / )*'• 1 4 � T fabrication,handling,shipment and installation of components. necessary. vt. �R I} 7.Design assumes adequate drainage is provided. '�'/ 4. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IIIIII VIII II II VIII 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,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 111101111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 26-00-00 GIRDER SUPPORTING 10-00-00 FROM 18-00-00 TO 26-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 76 2-10=( -604) 3816 10- 3=) 0) 158 BC: 2x6 KDDF #1&BTR 2- 3=(-4396) 780 10.11=) -606) 3814 3-11=( -234) 196 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-4158) 812 11-12=) -B26) 4698 11- 4=( -272) 1532 LL = 25 PSF Ground Snow (Pg) 4- 5=(-3658) 748 12.13=(-1212) 6378 11- 5=(-1748) 436 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 26'- 0.0" V 5- 6=(-5470) 1172 13- 8=(-1218) 6412 5-12=( -312) 1326 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 18'- 0.0" V 6- 7=(-6150) 1278 6-12=) -262) 1488 BC UNIF LL( 100.0)+DL( 88.0)= 188.0 PLF 18'- 0.0" TO 26'- 0.0" V 7- 8=(-7346) 1478 12- 7=(-1000) 242 8- 9=( 0) 76 7.13=) -188) 1076 NOTE: 2x4 BRACING AT 24"0C UON. FOR ADDL: TC CONC LL+DL= 960.0 LBS @ 16'- 0.0" ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 1898.0 LBS @ 17'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 18.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0' -472/ 2465V -106/ 106H 5.50" 3.94 KDDF ( 625) 26'- 0.0" -893/ 4263V 0/ OH 5.50" 6.82 KDDF ( 625) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M,M2OHS,M18HS,M16 = MiTek MT series 'COND. 2: Design checked for net)-5 osf) uplift at 24 "oc spacing.' J� ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 **HANGER BY OTHERS TO APPLY Join together 2 ply with 3"x.131 DIA GUN MAX LL DEFL = 0.003" @ -1'- 6.0" Allowed = 0.150' CONC. LOAD(S) EQUALLY TO ALL MEMBERS. nails staggered at: MAX TL CREEP DEFL = -0.003" @ -1'- 6.0" Allowed = 0.200" V\ 9' oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.074" @ 16'- 0.0" Allowed = 1.254" 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX TL CREEP DEFL = -0.231" @ 16'- 0.0" Allowed = 1.672" 9" oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL = 0.003" @ 27'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.003" @ 27'- 6.0" Allowed = 0.200" MAX HORIZ, LL DEFL = -0.021" @ 25'- 6.5" 9-11-11 6-00-10 9-11-11 MAX HORIZ. TL DEFL = 0.051" @ 25'- 6.5" T T T T NOTE:Design assumes moisture content does 5-03-08 4-08-03 3-00-05 3-00-05 4-08-03 5-03-08 not exceed 19% at time of manufacture. T f f f . 960# T f Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 D M-4x6 M-5x6 Q4 6.00 M-3x4 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, _ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), e� load duration factor=l,6, � Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 3 y �� O 7 Dasa O 1 - 10 11 12 13 - o M-3x5 M-1"5x3 M-3x8 M-5x6(S) M-6x8 M-1.5x3 M-3x8 O ,ir1898# 5-01-12 4-05 6-10-08 4-05 5-01-12 y 1, y 12-00 14-00 ), 1' ), )- 1-06 26-00 1-06 JOB NAME : 2610-B NH POLYGON - Cl ��' pRoF� Scale: 0.2543 ;:: 1�n ,,q ''.. WARNINGS: GENERAL NOTES,unless otherwise noted: w e 7 ryry7 CSC'( 'S1,,,. Cl1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual o 9G f L Truss: C and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ,,% 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). � . ,-411 tt DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4. Installation of truss Is the responsibility of the respective contractor. '3? ,r OREGON {,(/ S EQ. 6054138 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;?,rfIx design loads be applied to any component. and are for"dry condition"of use. , ^T y' 1 4, *'Q ..�- T RAN S I D: 407736 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 SJ � fabrication,handling,shipment and installation of components. necessary.Design 1 R R t} RP 7. assumes adequate ne drhiface is oms,provided. 1., 8.This design is furnished subject to the limitations set forth by 8,Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII IIII VIII VIII IIII IIII IIIITPIM?CA in SCSI,copies of which will be furnished upon request nes coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,IDC./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 11110ILII) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 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) 76 2- 9=(-340) 1571 9- 3=( 0) 255 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1860) 459 9-10=(-342) 1568 3-10=(-482) 181 WEBS: 2x4 KDDF STAND 3- 4=(-1365) 434 1D-11=(-202) 1141 10- 4=( -81) 324 LOADING 4- 5=(-1143) 451 11-12=(-360) 1568 10- 5=( -70) 73 TC LATERAL SUPPORT <= 12"0C. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1372) 435 12- 7=(-358) 1571 5-11=( -49) 324 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1860) 459 11. 6=(-478) 180 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 76 6-12=( 0) 254 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -195/ 1263V -126/ 126H 5.50" 2.02 KDDF ( 625) OVERHANGS: 18.0" 18.0" 26'- 0.0" -195/ 1263V 0/ OH 5.50" 2.02 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 'COND. 2: Design checked for net(-5 osf) uplift at 24 "oc soacind.1 M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = •0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.062" @ 14'- 0.0' Allowed = 1.254" MAX TL CREEP DEFL = -0.125" @ 14'- 7.0" Allowed = 1.672" MAX LL DEFL = 0.013" @ 27'- 6.0' Allowed = 0.150' MAX TL CREEP DEFL = -0.014" @ 27'- 6.0' Allowed = 0.200° MAX HORIZ. LL DEFL = 0.029" @ 25'- 6.5" 11-11-11 2-00-10 11-11-11 MAX HORIZ. TL DEFL = 0.048" @ 25'- 6.5" T T T f NOTE:Design assumes moisture content does 6-03-04 5-08-07 2-00-10 5-08-07 6-03-04 not exceed 19% at time of manufacture. T T I T ' 1Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 L M-4x6 -M-6x6 X16.00 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, rtito (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-3x4 M-3x4 y (h 0 O O 9 10 11 12 o C M-3x4 M-1.5x3 0.25° M-3x4 M-1.5x3 M-3x4 M-5x8(S) ), ), .1 ), y ), 6-01-08 5-05-04 3-00-04 5-03-08 6-01-08 . ,k ) )- 1-06 26-00 1-06 ckt, Scale: 0.2553 `�� t} 0� 619 JOB NAME : 2610-B NH POLYGON - C2 �,t 1 171 WARNINGS: GENERAL NOTES,unless otherwise noted: r 1q r� �,,:. C2 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 Individual4 . 9G w 1I f Truss: and Wamings before construction commences. building component.Applicability of design parameters and proper /'// 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. .,, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. BY: LJ2'oz.and at 10'o.c.respectively unless braced throughout their length by j, is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)TC and/or d -"- DATE: 9/9/2014 responsibilitybuilding 9 py" 9( ) rywao(ec>. the overall structure is the res onsibili of the designer. 3.2x Impact bridging or lateral bracing required where shown* 4.No load should be applied to any component until after all bracing and 4. Installation of truss Is the responsibility of the respective contractor. ")7"/ ,��yy__OREGON kr SEQ. : 6054139 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, 426 '+7 N. 'Al A design loads be applied to any component, and are for"dry condition"of use. �/� 1'' /4 213 -�.. TRANS I D: 407736 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 cJ fabrication,handling,shipment and installation of components. necessary. n t ti 7.Design assumes adequate drainage is provided. rl 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 111111111111111111111 IIIII IIII II I III I VIII VIII II II IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate in inches. c e� nnf c MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 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) 76 2- 8= ( ) BC: 2x4 KDOF #1&BTR SPACED 24.0" O.C. (-224) 15281 3- 4= -333 635 WEBS: 2x4 KDDF STAND 2- 3=(-1813) 391 8- 9=(-124) 1001 8- 4=(•130) 635 3- 4=(-1590) 392 9- 6=(-294) 1528 4- 9=(-129) 635 LOADING 4- 5=(-1590) 392 9- 5=(-383) 260 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1813) 390 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 76 TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0' 18.0" 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 SQ.IN. (SPECIES) C,CN,C1 ,CN1B (or = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0' -199/ 1263V -139/ 139H 5.50" 2.02 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 26'- 0.0" -199/ 1263V 0/ OH 5.50" 2.02 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 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 = 0.013' @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014' @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.063' @ 17'- 1.8" Allowed = 1.254" MAX TL CREEP DEFL = -0.127" @ 17'- 1.8" Allowed = 1.672" MAX LL DEFL = 0.013" @ 27'- 6.0" Allowed = 0.150' MAX TL CREEP DEFL = -0.014" @ 27'- 6.0° Allowed = 0.200" MAX HORIZ. LL DEFL = 0.026' @ 25'- 6.5" 13-00 13-00 MAX HORIZ. TL DEFL = 0.043' @ 25'- 6.5" f NOTE:Design assumes moisture content does f 6-09-04 f f 6 02 12 6-02-12 T 6-09-04 not exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting 6.00 D M-4x6 Q 6.00 system and components and cladding criteria. 4 4.0" Wind: 140 mph, h=22,4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), uu load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 / V) M O o S 4' G J o O a 9 O M-3x4 M-3x4 M-3x4 M-3x4 0 M-3x5(S) ) y y y 8-10-03 8-03-11 8-10-03 ) y ) 16-00 10-00 - ) 1-06 26-00 y y 1-06 JOB NAME : 2610-6 NH POLYGON - C3 Scale: 0.2178 ,5 'lit,� [�y f y��0,ors WARNINGS: GENERAL NOTES,unless otherwise noted: �Ct / 1-I lI-�/C- -v-7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual °92 f r G 'C� Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper j 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. ---"'f/. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by � � continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „�: r. DATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 'A 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. .OREGON (U SEQ. : 6054140 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, yolk TRANS I D: 407736 design loads be applied to any component. and are for"dry condition"of use. /^ �1r .5 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 SJ r fabrication,handling,shipment and Installation of components. necessary.. *n t 7.Design assumes adequate drainage is provided. '�'( 4 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII IIII VIII VIII IIII VIII IIII IIIITPI/VVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" 'COND. 2: Design checked for net(-5 nsf) uplift at 24 "oc spacing.' IC: 2x4 KDDF R1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF H1&BTR SPACED 24.0" O,C. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. IC LATERAL SUPPORT <= 12"OC. UON, LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main windforce-resisting DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp,B, Dir), M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 13-00 13-00 T T 1' 12 HM-4x4 12 6.00 ' ,..1 6.00 al M c. li Oiiiiiiiiiiiiiiiiiiiiieiiiiiiiiiii//i/ii/iiiiiuiiii//iiii/eiiii/iii/iii//iii/iiiiiiii/iiiii/iiiii»iiiiiiii//iiiiiiiiiiiui Ji iuuiiiiiiiiiiiiii/iiiiiiiiiii/iiiiiiiiiiiiiuiiiiiiiiiuiiiiii 4 O O M-3x5(S) M-3x4 M-3x4 y ), y y y 16-00 10-00 1-06 26-00 y y 1-os JOB NAME : 2610-B NH POLYGON - C4 Scale: 0.3053 ,5-c,t �O PRQpp,s'so�s WARNINGS: GENERAL NOTES,unless otherwise noted: lj f�r 'ryc -v'$>. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual °9 I-f� t' Truss: C4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. . /!. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �� continuous sheathing such as plywoodsheathing(TC)and/or drywall(BC). _ DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ lr (� SE!1 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON W. : 6054141 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. /^ l'k 1 4, , C] TRANS I D: 407736 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 Sf fabrication,handling,shipment and installation of components. Design assumes adequate drainage is provided. I, 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 III RIO I III VIII 111 IIII I II IIII TPI/WTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:1 2t 31/2015 11E110111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" CORD, 2: Design checked for net(-5 psf) uplift at 24 "oc spacin0.1 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1,15 BC: 2x4 KDDF N18,BTR SPACED 24.0" O.C. NOTE: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 DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators:) = CoTOTAL LOAD 42.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp,B, M7-10, ir), M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 11-00 11-00 12 T f f7". IIM-4x4 6.0012 --,13 I 6.00 M O M O /1//1//1///////1////1////I/l////////f////1/1//1/////1////////////////1///1///1///////11///14/'i�//II/1///111//////1///1//1///11//111///,//1///1//Ill//////1/////////11/!11//7/ O CD M-3x5(S) M-3x4 M-3x4 y y y y 12-00 10-00 1-06 22-00 yy 1-06 JOB NAME : 2610-6 NH POLYGON - D1 � �� RtF� Scale: 0.3638 S. %„� Qp 9 WARNINGS: GENERAL NOTES,unless otherwise noted: �7' c:�E r7 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 -D 2 3 1Ir`. r Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper f 2.2x4 compression web bracing must be Installed where shown*. incorporation of component Is the responsibility of the building designer. ,,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: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by .I`WP is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ' DATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ - —0 L:' SSEQ./� 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. OREGON , E Q. : 60541 42 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, G design loads be applied to any component. and are for"dry condition"of use. p/ 0 �..�� TRANS I D: 407736 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q 1 4, fabrication,handling,shipment and Installation of components. 7necessary. / h RIO- a.Designtasassumes atedadequate drainage face Isftruss, provided. rT 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111 IIII IIIII VIII IIIA II IIIITPIM/TCA in BCSI,copies of which will be furnished upon request lines coincide with joint center linea 9. Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k188TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 8.(-203) 1261 3- 8=(-311) 222 BC: 2x4 KDDF 9188TR SPACED 24.0" O.C. 2- 3=(-1504) 329 8- 9=(-103) 834 8- 4=(-113) 492 WEBS: 2x4 KDDF STAND 3- 4=(-1318) 332 9- 6.(-248) 1261 4- 9=(-113) 492 LOADING 4- 5=(-1318) 332 9- 5=(-311) 222 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 329 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 76 TOTAL LOAD = 42,0 PSF OVERHANGS: 18.0" 18.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -136/ 1095V -114/ 114H 5.50" 1.75 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -136/ 1095V 0/ OH 5.50' 1.75 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF 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 = 0.013' @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014' @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.043" @ 14'- 5.8" Allowed = 1.054' MAX TL CREEP DEFL = -0.088" @ 14'- 5.8" Allowed = 1.406' MAX LL DEFL = 0.013" @ 23'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 23'- 6.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" 11-00 11-00 MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" 5-09-04 5-02-12 5-02-12 5-09-04 notEexceedn assumes moisture content does not exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting 6.00 M-4x6 Q 6.00 system and components and cladding criteria, 4 4.0" Wind: 140 mph, h=15ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), \ load duration factor=1.6, Truss designed for wind loads .iteir in the plane of the truss only. M-1,5x3 ,M-1.5x3 M (h 0 0 O ,@ NN -1-I NAC co M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 0 7-06-03 6-11-11 7-06-03 12-00 10-00 1, 1, ), )' 1-06 22-00 1-06 PRO 90 p4.- JOB NAME : 2610-B NH POLYGON - D2 5� ►N s, Scale: 0.2513 C. 1 Q,p 22 WARNINGS: GENERAL NOTES,unless otherwise noted: e 7E 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 72 S I PE r- Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper //J 2.2x4 compression web bracing must be Installed where shown+ ..,e-. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at t0'o.c.respectively unless braced throughout their length by �Iv is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywoodW sheathing(TC)and/or drywall(BC). DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. "}7 OREGON 1x �(i SEQ. : 6054143 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� �,9 ^, design loads be applied to any component and are for"dry condition"of use. }'' 14, L�(} �-f<.- TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and Installation of components. necessary. /-.TR R 1 ti y 7.Designlaesassumes adequate drainage isprovided.sa C Y 6.This design is furnished subject to the limitations set forth by S.Plates shall be located on both feces of truss,and placed so their center 111111 Ell II I'll l Ill VIII NH IIII III TPI WTCA In SCSI,copies of which will be furnished upon request. git coincidewith joint te in 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-1968(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIii This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1,15 BC: 2x4 KDDF N1&BTR SPACED 24.0' O.C. esign assumes moisture content does not 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 d claddingresisting DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=15ft, Cat.L=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, 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads 6.00 REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP 3 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 complete specifications. • u7 4111111111 N O/— O c4 kr A M-3x4 4 y y 1-06 5-03-08 JOB NAME : 2610-B NH POLYGON - El ��Yx pRox�s Scale: 0.7460 GIN •-v„, WARNINGS: GENERAL NOTES,unless otherwise noted: {4t �+�/ r�!C- �? El 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual °92 0 e P E ('' Truss: E 1 and Warnings before construction commences. building component.Applicability of design parameters and proper f / 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ....‘0010. : �+�� continuous sheathing such as plywood drywall( ing(TC)and/or drywall C. DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requiredmeed where shown++ ) I� 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. '3 +' OREGON it"SEW" : 60541 44 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �/Q 'a ZONecN design loads be applied to any component. and are for"dry condition"of use. 7 1 4 TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. 6.This design is furnished subject to the limitations set forth b 7 Design assumes adequate drainage is press, . R R 10- 11111111VIII VIII VIII VIII IIII IIII Y 8 Plates shall located on both faces of truss,and placed so their center TPINVTCA in SCSI,copies of which will ba furnished upon request lines coincide with Joint center lines. 9. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E late in inches. 0,ogrlbasts ic concatenector plize of ate design values see ESR-1311,ESR-1998(Wel() • EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KODF N1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 76 2-5=(-51) 56 3-5=(-162) 161 BC: 2x4 KDDF N1&BTR SPACED 24.0' 0.C. WEBS: 2x4 KDDF STAND 2-3=(-115) 79 3-4=( -10) 5 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: 18.0' 0.0" 0'- 0.0' -85/ 447V -36/ 98H 5.50' 0.72 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 3.5" -25/ 214V 0/ OH 5.50" 0.34 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 PSf) uplift at 24 "oc spacing.1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013' @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0' Allowed = 0.200" 4-11-12 0 T 3 1 2 MAX TC PANEL LL DEFL = 0.053" @ 2'- 10.2' Allowed = 0.320' MAX TC PANEL TL DEFL = -0.050" @ 2'- 8.3" Allowed = 0.479" 12 MAX HORIZ. LL DEFL = 0.000' @ 4'- 11.8" 6.00 Ir MAX HORIZ. TL DEFL = 0.000° @ 4'- 11.8' M-1.5x3 4 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), u") load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. N C') O/ V O O� ii. ►� ►�5 1 M-3x4 M-1.5x3 y i, y 4-11-12 0-03-12 1, y y 1-06 5-03-08 JOB NAME : 2610-B NH POLYGON - E2 � n Pros Scale: 0.5786 � ‘C.7/7/ ((7yN pryp+ cSjQ WARNINGS: GENERAL NOTES,unless otherwise noted: 1- 414t'�{�7! II-. rf 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual t 7G 1]f P E C"+ Truss: E2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ,,/' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'me.respectively unless braced throughout their length by ,� � continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). !��" DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ !�� SEQ. : 60541454As .No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. .OREGON `°./ fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, � 1 4, �tx T design loads be applied to any component and are for"dry condition"of use. / TRANS I D: 407736 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if © �P fabrication,handling,shipment and installation of components. necessary. ,-„ �RI } I- 6.This design is furnished subject to the limitations set forth by8.Designlatesassumes adequate one drainageci oprovisand 'r'/ 4. IIIIII VIII VIII VIII VIII VIII VIII IIII IIII 8 Plates shall be located both faces of truss, placed so their center TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Dits indicate size MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10. late in Inches. Fo basic connector plfate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1.2=(-112) 82 1-4=(-51) 55 2-4=(-161) 159 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=( -10) 5 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. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -26/ 222V -37/ 94H 5.50" 0.36 KDDF ( 625) Connector plate prefix designators: 5'- 2.0' -33/ 212V 0/ OH 5.50" 0.34 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) M,M20HS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.051' @ 2'- 9.4" Allowed = 0.319' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL IL DEFL = -0.048' @ 2'- 7.5' Allowed = 0.479" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ, LL DEFL = 0.000" @ 4'- 10.3" 4-10-04 0-0 3-12 MAX HORIZ. TL DEFL = 0.000" @ 4'- 10.3" NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 3 Wind: 140 mph, h=20.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, inuss thedplaneed offor thewind trussoads only. N N t r/- O a. 1 Imil .4 M-3x4 M-1.5x3 • y y )- 4-10-04 0-03-12 1, )' 5-02 JOB NAME : 2610-B NH POLYGON - E3 Scale: 0.5359 `�� /jp�N 6'(9ix �(,} WARNINGS: GENERAL NOTES,unless otherwise noted: X47 e' ��77• f-1 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 4 . 0 921•r E, Truss: E3 and Warnings before construction commences, building component.Applicability of design parameters and proper l / 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. �,- // 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at low DES. BY: LJ. is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,r'�'�"' �jlr DATE 9/9/2014 h g g continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ `� Lr 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 ,q_OREGON A. SEQ. : 6054146 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, .A +� design loads be applied to any component. and are for"dry condition"of use. //6 4)" 1 4 y +�'O\ .4. TRANS I D: 407736 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if V �I Ow.. fabrication,handling,shipment and installation of components. necessary. 'Yf R R{} 7.Designlatesassumes adequate one drainagecis of provided. r,; i.�.. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIII I OHIO IIIIIIIIIIIIII VIII I 11111 TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center linea 9.Digits indicate size of plate in inches. MiTek USA,InC./CompuTftas Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF ki&BTR LOAD DURATION INCREASE = 1.15 1.2=(-151) 129 1-4=(-70) 92 2-4=(-225) 204 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=( -10) 5 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'0C. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0' -36/ 307V -52/ 132H 5.50" 0.49 KDDF ( 625) Connector plate prefix designators: 7'- 2.0' -45/ 295V 0/ OH 5.50" 0.47 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) M,M20HS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.215" @ 3'- 7.4" Allowed = 0.469" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.239" @ 3'- 7.6" Allowed = 0.703" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ, LL DEFL = 0.001' @ 6'- 10.3" 6-10-04 0-03-12 MAX HORIZ. TL DEFL = 0.001" @ 6'- 10.3" T < ' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M-1'.5x3 3 Design conforms to main windforce-resisting system and components and cladding criteria. )11 Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=1.6, Truss designed for wind loads 6.00 in the plane of the truss only. V) V o �lmII o/- 1 11. 1111 P'=114f M-3x4 M-1.5x3 y J, )' 6-10-04 0-03-12 ,1 ), 7-02 JOB NAME : 2610-6 NH POLYGON - E4 � 1W4 �R° �s, Scale: 0.5003C?�r/7",r -- WARNINGS: GENERAL NOTES,unless otherwise noted: "C921 I P E "7r. 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: E4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by416011. is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). 8. CC DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ + !!'�'� " 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '37` A,.OREGON kr SEQ. : 6054147 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 '07 � ..N'x `A design loads be applied to any component. and are for"dry condition"of use. © i i'" 1 4" �i""t-.. TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. fabrication,handling,shipment end installation of components. 7,Design assumes adequate drainage is provided. Pni1 .- 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 1111111101111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincide with jointcenterches 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 (IIIII0111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. NOTE:Design assumes moisture content does WEBS: 2x4 KDDF STAND not exceed 19% at time of manufacture. LOADING Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=21ft M-1.5x4 or equal at non-structural P r TCDL=4.2,BCDL=6.0, ASCE 7-10, vertical members (uon). LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Connector plate prefix designators: Truss designed for wind loads LIMIIRD STORAGE DOES NOT APPLY DUE TO THE BEANIAL C;CN,CI8,CN18 (or no prefix) CompuTrus, Incin the plane of the truss only. M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Note:Truss design requires continuous bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6-10-04 0-03-12 T T T 12 to 6.00 M-1.5x3 U, c� ^� 1 '' it Ti. x M-3x4 M-1.4 5x3 y y 7-02 JOB NAME : 2610-B NH POLYGON - E5 ``� 0 PROFS Scale: 0.5424 Q f nD WARNINGS: GENERAL NOTES,unless otherwise noted. �41 . /1� f7 I.- uJ, 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 =9L w.C E 1-- Truss: E5 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 fir. DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by "'"' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ......4/00.— " w.. DATE 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON "'"t'. " 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '}7 to SEQ. : 6054148 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L� r+"!; \� design loads be applied to any component and are for"dry condition"of use. �"' "'�•• TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 1 4 fabrication,handling,shipment and installation of components. necessary. rn ti t V. 7.Plates assumes adequateted drainage face isprovided.trus, C 4`"' 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111 TPIIWTCA In BCSI,copies of which will be furnished upon request. git coincideIntwith joint ain inches.9.Digits Indicate size of plate in I MITek USA,IDC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES.12/31/201 5 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,j TC: 2x4 KODF M1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. NOTE: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 DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=15ft, 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 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 4-10 4-10 T T iIM-4x4 2 I I 12 12 6.00 C . a 6.00 co o„,_ co Tr —/O M-3x4 M-3x4 4 J' y y 9-08 1-06 JOB NAME : 2610-B NH POLYGON - F1 Scale: 0.5555 �`3'< 0 pN 6'% WARNINGS: GENERAL NOTES,unless otherwise noted: z- r �r 44, rp E -v� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual < t-92 a OPE E. r Truss: F1 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.204 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. // 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous c.c.and at 10'o.c.respectively unless braced throughout their length)y �� 45, E the overall structure Is the responsibility of the buildingdesigner. sheathing such as plywood sheathing(TC)and/or drywall(BC. DATE: 9/9/2014 P ty 9 3.2x Impact bridging or lateral bracing required where shown++ lt SEQ. : 60541494.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 environment,fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive 4, TRANS I D: 407736design loads be applied to any component. 5. and are for"dry condition"of use. 6 /^ `�}r " 2° T- CompuTrus has no control over and assumes no responsibility for the E.Design assumes full bearing at all supports shown.Shim or wedge if Lf fabrication,handling,shipment and Installation of components. necessary. 4'R n 4 L - 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII 1 111 VIII Mit VIII Ili TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. c MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIII IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. 2-3=(-28) 90 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 18.0' 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -126/ 376V -7/ 58H 5.50" 0.60 KDDF ( 625) 1'- 10.9' -145/ 190V 0/ OH 1.50" 0.30 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 10'- 0.0" 0/ 79V 0/ OH 5.50' 0.13 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013' @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.005" @ 1'- 0.8" Allowed = 0.097' MAX IC PANEL TL DEFL = -0.009" @ 1'- 1.5" Allowed = 0.145" MAX BC PANEL LL DEFL = 0.028" @ 4'- 4.6" Allowed = 0.450" MAX BC PANEL TL DEFL = -0.202" @ 5'- 10.2" Allowed = 0.600" MAX HORIZ. LL DEFL = -0.000' @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" 1-11-11 f f NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 6.00 V 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), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Li v 0 co �- O„,_ - O/- 1 M-3x4 y y J, 1-06 (PROVIDE FULL BEARING:Jts:243.41 10-00 JOB NAME : 2610-B NH POLYGON - J1 Scale: 0.5997 .5<\.�,, j/� / ,p WARNINGS: GENERAL NOTES,unless otherwise noted: 444C. �' ' t f -7 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual e ' _92•.•r E. Truss: J1 and Warnings before construction commences. building component,Applicability of design parameters and proper 2.204 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: LJ2'o.c.and at 10'c.c.respectively unless braced throughout their length by �wr.^ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC. DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ ) �rsr!'4N Cr 4SEQ. : 6054150 .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' ,q l OREGON �1(/ fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 7 design loads be applied to any component. and are for"dry condition"of use. ,O }� 14, 4' (}� -.4,. TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and installation of components. necessary. fife RIO-ti \ j 7.Design assumes adequate drainage is provided. 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 IIIII IIIII IIIII III I IIIII IIIII II II(III IIIITPI/VVTCA in MFFe USA,Inc.fCompuTfus Software 7.6.6(1 L)E I,copies of which will be fumished upon request. de with joint center 9.Digits Indicate size of plate In Inches. 10.For basic connector platedesign values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111 1011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-59) 762-4=(0) 0 1 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 18.0' 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -68/ 442V -15/ 88H 5.50" 0.71 KDDF ( 625) 3'- 10.9" -191/ 167V 0/ OH 1.50" 0.27 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 10'- 0.0' 0/ 84V 0/ OH 5.50" 0.13 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc sOaGinp,l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX IL CREEP DEFL = -0.014° @ -1'- 6.0" Allowed = 0.200" MAX IC PANEL LL DEFL = -0.010" @ 2'- 3.7" Allowed = 0.246" MAX TC PANEL TL DEFL = -0.039° @ 2'- 0.7" Allowed = 0.369" MAX BC PANEL LL DEFL = 0.032" @ 4'- 4.6' Allowed = 0.450" MAX BC PANEL TL DEFL = -0.259' @ 5'- 5.8" Allowed = 0.600' MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = 0.000° @ 3'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 3-11-11 system and components and cladding criteria. Wind: 140 mph, h=20,2ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. r Ni- c., N M O/- C O/- 0 X4 1 M-3x4 ), ), 1-06 1PROVIDE FULL BEARING:Jts:2.3,4) 10-00 JOB NAME : 2610-B NH POLYGON - J2 Scale: 0.4872 �5-`e-\. N��+Q�6'6' s WARNINGS: GENERAL NOTES,unless otherwise noted: I ! ( r rF -v-0 r 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual _92�, '!+ Truss: J2 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. 441r/! 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �� ,�continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -♦ t�S�. DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ + 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 0REGON tx to SEQ. : 60541.51 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, '773 design loads be applied to any component. and are for"dry condition"of use. /^ y 7 , � �..}� TRANS I D: 40 I I J 6 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If L[ fabrication,handling,shipment and installation of components, necessary. fi fR r 7.Design assumes adequate drainage is provided. 1 k. 6.This design is fumished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IIIIII VIII II II IIII VIII VIII IIII I II IIIITPI/WTCA in BCSI,copies of which will be famished upon request. MiTek USA,Inc./CompuTrus 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:12/31/201 Ell This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 , TC: 2x4 KDDF #t1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2-3=(-92) 86 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -67/ 508V -22/ 119H 5.50" 0.81 KDDF ( 625) Connector plate prefix designators: 5'- 10.9" -176/ 190V 0/ OH 1.50" 0.30 KDDF ( 625) g LL = 25 PSF Ground Snow (Pg) 10'- 0.0" 0/ 93V 0/ OH 5.50" 0.15 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 Dsf) 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 = 0.013" @ -1'- 6.0' Allowed = 0.150' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0' Allowed = 0.200" MAX LL DEFL = 0.000' @ 0'- 0.0" Allowed = 0.178" MAX TL CREEP DEFL = 0.000' @ 0'- 0.0' Allowed = 0.238" MAX BC PANEL LL DEFL = -0.062' @ 4'- 4.6" Allowed = 0.450" MAX BC PANEL TL DEFL = -0.346" @ 5'- 1.4" Allowed = 0.600" MAX HORIZ. LL DEFL = -0.000" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 5'- 10.9" NOTE:Design assumes moisture content does 5-11-11 not exceed 19% at time of manufacture. T Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 L -" 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. v 0 C", M O/ o 8.--:.:..•....., 1"--=-1141 -3x4 ), )' y 1-06 (PROVIDE FULL BEARING;Jts:2,3,4 10-00 JOB NAME : 2610-6 NH POLYGON - J3 -<,, a PRoF6s Scale: 0.4872 C? 'c'1/7 <,"//77 7 * WARNINGS: GENERAL NOTES,unless otherwise noted: 91-,;. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual '°a 92 2 0 0!" C� Truss: J3 and Wamings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. ,/" // 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 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 I ood sheathln C and/or d ,"�.` �„ DATE: 9/9/2014 responsibilitybuilding designer. plywood e(r ) rywalgsc). the overall structure Is the res nsibili of the 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : + 6054152 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. 'p 47 OREGON t, i, S EQ. : 60541 52 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G. design loads be applied to any component. and are for"dry condition"of use. //� '7�^" 7 a" r2.,} -�,,. TRANS I D: 407736 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 4Ji,,, fabrication,handling,shipment end installation of components. necessary. 4/ t 7.Design assumes adequate drainage is provided. 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 11111111111111111 TPI/WTCA in BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Isc./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 111II IIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2.5=(-167) 267 3-5=(-310) 193 BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. 2-3=(-368) 172 WEBS: 2x4 KDDF STAND 3.4=( -58) 27 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" 0'- 0.0" -87/ 598V •30/ 151H 5.50" 0.96 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'• 10.9" -90/ 68V 0/ OH 1.50' 0.11 KDDF ( 625) Connector plate prefix designators: 10'- 0.0" -3/ 256V 0/ OH 5.50' 0.41 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc soacing.L 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 = 0.013" @ -1'. 6.0' Allowed = 0.150' MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200' MAX LL DEFL = -0.006" @ 5'- 2.5" Allowed = 0.370" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0° Allowed = 0.105" MAX BC PANEL TL DEFL = -0.414" @ 5'- 0.9° Allowed = 0.589" 7-11-11 MAX HORIZ. LL DEFL = 0.002" @ 9'- 8.3" 'f ' MAX HORIZ. TL DEFL = 0.003" @ 9'- 8.3" 12 NOTE:Design assumes moisture content does 6.00 L 0 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), r load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 4 - Mllggllgll ,' -4- o C7� O,,-- �5 - O M-3x4 M-1.5x3 1-06 (PROVIDE FULL BEARING;Jts:2,4,51 10-00 Scale: 0.4872 �� Q PIV OF�ss/p JOB NAME : 2610-B NH POLYGON - J4 7/if- ? WARNINGS: GENERAL NOTES,unless otherwise noted: �'L4tC.I . /tet l I1 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 7G w 0 E G 1-- Truss: 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 stability during construction 2.Design assumes the top end bottom chords to be laterally braced at ire DES. BY' LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by +�.�I�" Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,- Cr DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON ',• 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. `37" �a `o SEQ. : 6054153 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a nun-corrosive environment, G-^Iti`7 1' N. A design loads be applied to any component. and are far"dry condition"of use. V 1 4, P TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and installation of components. necessary.sign as �.`!"f RIO- 7.Design assumes adequate drainage is provided. �l 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 (IIIII NEI III 111 IIIII MI Ell TPI/WTCA in BCSI,copies of which will be famished upon requestlines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES;12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1,15 1.2=) 0) 76 2-4=(0) 0 BC: 2x4 KDDF #18BTR SPACED 24,0" O.C. 2.3=(-67) 15 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 18.0' 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0" -123/ 429V -7/ 58H 5.50' 0.69 KDDF ( 625) 1'- 9.2' -70/ 42V 0/ OH 5.50' 0.07 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'• 11.7" -22/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 pun uplift at 24 'oc soacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0' Allowed = 0.150' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX BC PANEL LL DEFL = 0.002' @ 1'- 0.1" Allowed = 0.050" 1-11-11 MAX BC PANEL TL DEFL = 0.002' @ 1'- 0.1" Allowed = 0.067' MAX HORIZ. LL DEFL = -0.000' @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 6.00 NOTE:Design assumes moisture content does a> 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, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), -7( load duration factor=1.6, o./- Truss designed for wind loads in the plane of the truss only. v c. 0 T 4 , o� 2i1M250 q110210 M-3x4 1-06 2-00 (PROVIDE FULL BEARING:Jts:2,4,3I JOB NAME : 2610-B NH POLYGON - SJ 1ts PROF Scale: 0.6958 � n t Qp ��Q WARNINGS: GENERAL NOTES,unless otherwise noted: e 7 f�t�7{ { 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual D 2«I t"E Truss: SJ 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. 41111111"1". 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by . 411010111P Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -41;41/2:6447:3, - �, DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �y C�+ /'' SL+ /� 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. }2' ,:y_V1�G1710 v,� EQ. : 60541 55 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G 'l +�Q` design loads be applied to any component. and are for"dry condition"of use. f^ 'T y" 7 4 y '� 1 .:4.1'.11 „xi.. TRANS I D: 407736 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if ty fabdcation,handling,shipment and installation of components. necessary. /� V 7.Designlatesassumes atedadequate drainage is trussed. -P0111..\- 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 Milli VIII VIII VIII ILII VIII VIII IIII IIIITPUWTCA 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,lna/CompUTrus Software 7.6.6(1 L E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF P1&BTR LOAD DURATION INCREASE = 1,15 1.2=( 0) 76 2.4=(0) 0 BC: 2x4 KDDF R1&BTR SPACED 24.0" O.C. 2.3=(-73) 30 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 18.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -115/ 440V -15/ 88H 5.50" 0.70 KDDF ( 625) 1'- 9.2' -52/ 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,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 Dsf) uplift at 24 "oc spacing.' 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180 6.00 V BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'• 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'• 6.0" Allowed = 0.200' MAX TC PANEL LL DEFL = 0.003" @ 1'• 3.6" Allowed = 0.246" MAX TC PANEL TL DEFL = 0.002" @ 1'• 2.1" Allowed = 0.369" MAX HORIZ, LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. - Wind: 140 mph, h=20.2ft, TCDL=4,2,BCDL=6,0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), N load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. o/- v 111 o� 2 4' -/ M-3x4 1-06 2-00 1-11-11 (PROVIDE FULL BEARING:Jts:2.4,31 Scale: 0.7754 OD P0E0% JOB NAME : 2610-B NH POLYGON - SJ2 -cd N 1 WARNINGS: GENERAL NOTES,unless otherwise noted: �tC/ s !/7'i- ?� L+ r] 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual =7 G**P E Truss: S J 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown*. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -40 1:t DATE: 9/9/2014 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. ' OREGON <</ S E Q G,/��a P% A% TRANS I D: 407736 design loads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry condition-of use. 6.Design assumes full bearing at all supports shown.Shim or wedge If C„/ " 14 '*�• , �? fabrication,handling,shipment and installation of components. necessary. Iyh R S` 7.Design assumes adequate ais provided. CC y 6.This design Is furnished subject to the limitations set forth by 9.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII(III)VIII III'(IIII II II(III(III TPI VJTCA in BCSI,copies of which will be fumishad upon request. git coincidewith joint aIn che. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 1E1VIII( This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2-3=(-104) 47 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25-.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0" -95/ 431V -22/ 119H 5.50° 0.69 KDDF ( 625) 1'- 9.2" -46/ 152V 0/ OH 5.50' 0.24 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -67/ 144V 0/ OH 1.50" 0.23 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IHC 2012 NOT BEING MET. (COND. 2: Design checked for net(-5 PMuplift at 24 "oc spacing.( VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0' Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0' Allowed = 0.200" MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed . 0.050" 12 MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.067' 6.00 , MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ, TL DEFL = -0.001" @ 5'- 10.9" NOTE:Design assumes moisture content does /) not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), v load duration factor=1.6, o Truss designed for wind loads M in the plane of the truss only. C.) O/ 7 iril O • O� 111.---" I 4 M-3x4 y y y y 1-06 2-00 3-11-11 (PROVIDE FULL BEARING;Jts:2,4.31 JOB NAME : 2610-B NH POLYGON - SJ3 Scale: 0.6290 �,<<- PN ax so,/0 WARNINGS: GENERAL NOTES,unless otherwise noted: Ce,C. 7 `7, 1.Builder and erection contractor should be advised of alt General Notes 1.This design la based only upon the parameters shown and is for an individuale . a 9!_**P CC--L Truss: SJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by w "PPP the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ' i_ DATE: 9/9/2014 pen tY 9 3.2x Impact bridging or lateral bracing required where shown++ 4SEQ. : 6054157 . No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. .OREGON fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive , �Q A.44/design loads be applied to any component. 5 / '6�'r• 2. �4 TRANS I D: 407736 .CompuT us has no control over and assumes no responsibility for the and are fur"dry condition"of use. 6.Design assumes full bearing at all supports shown.Shim or wedge if LJ 14 fabrication,handling,shipment and Installation of components. necessary. /� Pj FI%"t k." 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 I,copies of which will be furnished upon lines coincide with joint center lines. III)I VIII VIII VIII(III)VIII VIII(III(IIIM'TeTPIk USA,IncCA in iCompuT s Software 7.6.6(1 L)-E request. 9.For basic connector pplate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2= 0) 76 2-4= BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-138 63 0) 0 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42,0 PSF 0'- 0.0' -52/ 374V -30/ 151H 5.50' 0.60 KDDF ( 625) 1'- 9.2' -111/ 291V 0/ OH 5.50' 0.47 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 11.7' -90/ 193V 0/ OH 1.50' 0.31 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 Osf) uplift at 24 "oc sooting.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013° @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX BC PANEL LL DEFL = 0.006" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.008" @ 1'- 0.1" Allowed = 0.067" MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" -! 12 NOTE:Design assumes moisture content does not exceed 19's at time of manufacture, 6.00 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. v 0 .<1- co co O,/- V SiO/- O M* 4► 1 M-3x4 - ,I y y 1-06 2-00 5-11-11 'PROVIDE FULL BEARING:Jts:2,4,31 JOB NAME : 2610-B NH POLYGON - SJ4 5, pN 1�ss,© Scale: 0.5260 G WARNINGS: GENERAL NOTES,unless otherwise noted: / + "Ss 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 . :°92l 6•PE '- Truss: SJ 4 and Warnings before construction commences. building component.Applicability of design parameters and proper ../ 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. 4 // 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by / is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). � " DATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ <� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "T OREGON tx <fl SEQL d design loads be applied to any component. and are for"dry condition"of use. /^ -.7�^ 1 y r�(a\ �.f},,. TRANS I D: 407736 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 4J necessary. fabrication,handling,shipment ' R II tiL.and installation of components. 7.Design assumes adequate drainage Is provided. '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 I VIII'VIII VIII VIII VIII VIII'V'''''IIITPI/WTCA in BCS',copies of which will be furnished upon request nes 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 ,s, -o, -o m N z N p --- D m 222 T `m 0 °m m A0 O -nj OA m oW Coy -< a -- Z m 0 m o W = Z me-ioZ -u Z a I r 0 °. (7 O Z vm 61'-31/2' 2. y o 5'-3112' I 39'-6" I 16'x" r o n .< .. m 5.3112' 1 , d -, Q a — El • c — 4 y A A A y y ti m Az ! i _° E2 (7)n ?... \re\.\\\ - c Ell 7,1 m w 2 di - , . o a NF.., / , ,.., 7 o F2 AO .. ..co - , N 0 C gpy�tiy O O N p ,v < o��v__�myg< Si 111NNN�� 9 O. NAyymOl2ym C' W - (4 gm plmymy E3 • 11i r�i p22� mOyA Q ' O�mf,Am?Dpms Z� V °M41414Ay Cm J .. (� 13 J4 ! O CO C O J GT2zOP,,,90 M �?} fl Nm.�NOTOCyN TTI _ 1 N PI di O� COZpC mA N O. OHO 4°Og-7; ii J2 rpo 0 st Q e 'CP q E5 cr .....1r-2.0K r E ; XiHto 7'-3 1/2' � 3TC' 16'-6' a c I - 61'-31/2' H 7I' tors y tet . . I 10'-0' -I ® CONFORMS TO DESIGN CONCEPT 0 CONFORMS TO DESIGN CONCEPT CONFORMS TO DESIGN CONCEPT WITH ® 17x'SET BACK CONFORMS TO DESIGN CONCEPT WITH ❑ VERIFY ❑ REVISIONS AS SHOWN REVISIONS NOTED 1 0 NON-CONFORMING-REVISE&RESUBMIT ❑ NON-CONFORMING-REVISE AND RESUBMIT n THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE A 3 WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN c DRAWINGS.SPECIFICATIONS,AND APPLICABLE CODES,ALL OF WHICH HAVE FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE 12 PRIORITY OVER THIS SHOP DRAWING. DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY 10 1:111111 By Alexia Fukui Date 9/22/14 OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. z N MILBRANDT ARCHITECTS By: Todd R. Eaton Date: September 19, 2014 -4 ailt a CT ENGINEERING INC