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Plans (430) ,M-.5 T I-1- 00 3 � 65w 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 ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. ss �,\t0 PR apt ‘AGINE.c0 �w 87 2PE yr -7 sNA OREGON 45 4, 0 13 P ` A. Fie 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 8 Truss Co., Lake Oswego,Oregon 7.430 s J01 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:38 2014-Page 1 P-5-4I ID:_egh?eklpl OgFEQgnUaloSyJt2m-xz31NiD3wNn_Oyv15i5aF?3Xj?yGp7nF6fznNMykJbR I 2-6-0 I r��I I 1-2-0 1 1 0-11-8 1 1 1-2-0 1 1 2-1-0 I Scale=1:28.5 3x5= 3x4= 3x4= 3x5= 3x4= 1 2 3 4 5 6 7 8 9 10 e ® e e o o 0 0 .e - o C N ei e e e e 1 17 16 15 14 13 12 3x4= 3x8 = 3x4= 3x8= 3x4 = 8-10-12 14-5-12 I 8-2-4 8-}}2 19-5-12 1 13-3-12 1p-10-121 I 16-9-12 I 8-2-4 0-t 0-7-0 3-10-0 0-7-0 0-7-0 2-4-0 0-7-0 Plate Offsets(X,Y): 16:0-1-8,Edge),18:0-1-8,Edgel,19:0-1-8,Edgel,116:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) Udefl 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 Incr YES WB 0.67 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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 (Ib)-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 Hca•<C� P G -k. �© 870 2PE y � %REGO <c /�,Q ©b ' . � 7$ER '. 6AHEC - EXPIRES::06130/2015 August 25,2014 I 0 A F14W6-Verify des#gapram riseand READ€ IES ON THIS AND€7K3LtCEDMITER RsEFEREM ff177473me1/2fi/2CUU8lO.tEL/SE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. NI Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 11�S is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the lYL�TQ�" 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/TPlt QuaHy Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 If Southern.Pine fsP)ba retort€apesifte t,the rialto ifelties are these effective 0G/031201:0 byA SC Job Truss Truss Type Qty Ply 2610 BC R42684374 PL13-290_UP_H F02 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego.Oregon 7:430 5 Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:39 2014 Page 1 ID:_egh?eklp10gFEQgnUaloSyJt2m-P9d7b2Ehhhvrd5UUeacpoDbmgPMtYcgOLJiKwoykJbQ 1 1-0.0 1 lo- 11 1-2-0 11 1-8-8 11 1-9-0 11 1-2-0 II 1-4-4 11 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 11 12 13 14 15 16 R o ` a e e ` e e O p b e O b I'?:- 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 I 8-3-12 8I-10-121 1 13-3-12 if-10-1 I 19-2-8 8-3-12 0-7-0 0-7-0 3-10-0 0-7-0 0-7-0 4-0-12 Plate Offsets(X,Y): (10:0-1-8,Edge],f12:0-1-8,Edgel,(13:0-1-8,Edgei,123:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl Ud 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 Incl YES WB 0.55 Horz(TL) 0.06 17 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) 27=839/0-4-4 (min.0-1-8),17=839/Mechanical FORCES (lb)-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=01929, 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. ,i1/40 PR 0Fss LOAD CASE(S) Standard ��GINE 9 l4- `� 87022PE yr u> 0 - cl'''0),OREG•N b Au ''P0 ��BER 1\ PN' `S A. HE EXPIRES:06/3012015 August 25,2014 e a A KAMM-Veardesiys pxramcctrs xxd READ W. S ON THIS AM mama KIER REFEREM7 PAGE MIT 1473(I L 111512014 BEMUSE Design valid for use only with NOW connectors.This design is based only upon parameters shown,and is for an individual building component. R Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 fabrication.quality control storage.delivery,erection and bracing,consult ANSI/IP!'QOaBfy Cdteda,DSC-89 and ICSI 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 t#Souriiern.rile tsp2lnsmter isepecifias.l .dostga lei we effective OS/0s/201.:a byALSC Job Truss Truss Type Qty Ply 2610 BC R42684375 PL13-290_UP H F03 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 09:49:39 2014 Page 1 ID_egh?eklplOgFEQgnUaloSyJt2m-P9d7b2Ehhhvrd5UUeQcpoDbr8PV YjiOLJiKwoykJbQ I 1-3-15 I I 1-2-0 1 1 0-5-1 1 2-6-0 I Scale=1:11.4 3x4= 11.5x3 II 2 3 1.5x3 II 4 3x4= 5 1.5x3 II V 0 /G G 1.5x3 II 3x4= 9 8 7 6 3x4= 3x4= I 1-6-15 I 2-1-15 1 2-8-15 21107 5-11-0 I 1-6-15 0-7-0 0-7-0 0-1 3-0-9 Plate Offsets(X,Y): 12:0-1-8,Edgel,(7:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl 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 lncr YES WB 0.11 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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 (Ib/size) 9=255/Mechanical,6=255/0-1-12 (min.0-1-8) FORCES (Ib)-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 ��V PRQfie:S 870 2PE 1 5. Slk 19 '0,), OREGON q� .1-Ci On BER N\ .14 A. HE EXPIRES:06/30/2015 August 25,2014 4 I ®WARML/3-Verify des as p.arartx?lers and READ DUES ON 7NIE AND INCLUDED NITER REFERENCE PAW MID 7473 rca I/19/2014RB i)f(E1J l" Design valid for use only with Mild(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 responsibitlity of the d�B- e = erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,.derivery,erection and bracing,consult ANSI/TPIl Quality Gifeda,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 tektuttncre Pis,e('SR)rsaatxr is spattifa4d,tine deol&rrtt aatoes are thoseernectivret 06/011„alts.3 etAttC 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 7A30 s Jul 25 2013 MTek Industries,Inc.Mon Aug 25 09:49:40 2014 Page 1 ID_egh?eklp1OgFEQgnUaloSyJt2m-uLBVoOFJS_1iFF3hC782KQ8?NpsoHBhYazSuSEykJbP I 2-24 1 3x4= 2 1.5x3 II Scale=1:8.8 0 4 4 3 1.5x3 I I 3x4 I 2-5-4 I 2-5-4 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d 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/TPI2007 (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(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=102/Mechanical,3=102/Mechanical FORCES (lb)-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/TPI 1. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard ,A\t.} P R oF�ssp \� GINEFR ✓ 2 4 87022PE �< N OREGO 048ER40 o� a. Heli„ EXPIRES:06/30/2015 August 25,2014 ®WARNW treat design pararnetsrs aria READ IC TES ON THIS AMJD MIXED Kira REFERENCE Edi-7 473 me I,/19/2014BIL.7.1EUSE 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 responsibillily of the R�j�e .. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1Yi fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Cr Cerin,DSS-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if SouthernpirrelSP)ivmtec in specified,the sdgnvefuet are those wtfective OF4132f201.3 byAtSC Job Truss Truss Type Qty Ply 2610 BC R42884377 PL13-290 UP H F05 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?eklp1OgFEQgnUatoSyJt2m-MXlt0kGxCIAZtPetmgfHteg5?C2VOTBhocBR_hykJbO 1 1-0.0 I lid 1 1-2-0 ii 1-5-8 11 2-0-0 11 1-2-0 1 I 2-3-8 I 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 .1 --"Ws liW \-11W\ - e e ee - - - e- . 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 81-10-121 I 13-3-12 11-10-1 I 19-6-4 I 8-3-12 0-7-0 0-7-0 3-10-0 0-7-0 0-7-0 5-0-8 Plate Offsets(X,Y): [10:0-1-8,Edgel,[12:0-1-8,Edge),[17:0-1-8,Edgel,[21:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl Lid 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 Ina YES WB 0.75 Horz(TL) 0.07 16 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) 25=853/0-4-4 (min.0-1-8),16=853/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=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 ANSI/I-PI 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. tili\... PR OFFS LOAD CASE(S) Standard �Ca �GjNE� /9, 87022PE r N '0), OREG N f)Q�ti A. NER A EXPIRES:06/30/2015 August 25,2014 t _ t A WNA.kTAS-Verifydes4spxcte1e$sr5andREAIDX'TES ONTHIS AM)IIK.U/1TEDMITER REFERENCE PACEma7473rccI/24/2ttd t}SI Design valid for use only with heck 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 �y 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,qualify control storage.delivery,erection and bracing,consul ANSI/IPll Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95810 tf&eutheenfhsei:3P)1wa8seris specified,she design values eec thine 06/01/201.4 by MSC Job Truss Truss Type Qty Ply 2610 BC R42684378 PL13-290_UP_H F06 Floor 4 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-gkJGD3GazcIQUZD3KYAWQrDG?cNUIzTr1 Gx_W7ykJbN 11-0-0 I 113-84 1 I 1-2-0 I I 1-8-8 I I 1-9-0 I I 1-2-0 11 1-5-8 I I 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 • a • •_ 0 0 o ea o 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 E-10-9 I 13-3-12 1?-10-1? I 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): 110:0-1-8,Edge),112:0-1-8,Edge),113:0-1-8,Edgel,123:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Vdefl Ud 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 Ina 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 2.0E(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. �to PR ope 6161 LOAD CASE(S) Standardca �'4 , ', 7.0 4 8 12PE (ter 7 �4:j,OREGOO q d� �C? S�.8ER 1� p� A. HE?` EXPIRES:06/30/2015 August 25,2014 4 e ®IyAri rrz-trearde_sign paranfcers and 1tEE.AD t101ES CM DES Ale IhatZEL MITEK REFERENCE PAGE Mg 7 473 me 1129/Z111dDEM I ». a' Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillify of the A#�� +. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding BYB fabrication,quality control storage,delivery,erection and bracing.consist ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute.781 N.Lee Street Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 t#5auctnee€rs Pine ISM lumber is specified.,the dexlgss amfues are these+sir ctkee r3e/09/2013 by MSC 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 7A30 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:42 2014 Page 1 ID:_egh?ek1 p1 OgFEQgnUal oSyJt2m-gkJGD3GazcIQUZD3KYAWQrDLNcVO13Dr1 Gx_W7ykJbN I 0-9-12 I I 2-6-0 I Scale=1:11.9 1 3x4= 2 1.5x3 II 3 3x4= 41.5x3 II e o 0 N \ e/ 3x6= 3 ' 7 6 1.5x3 II 3x4= I 6-2-4 I 6-2-4 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl Lid 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 0.19 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 ANSI/TPI1. 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 4,�R�C} PR OFCS'. tt 87022P, fir' • i ry x / -7 �4f,, OR GON q5 ,..,400 F4$Ef; 1'\ �' EXPIRES:06/30/2015 August 25,2014 1 I ®WARNIM-Verify design parameters asiRE_AD?DVV'SONTHISAM)INCLUDEDKINK REFERENME i4uI7:73ret.I/23fMM DEMME Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. 1111111 Applicabiity of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek'is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the IY[��Pi�- 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 Quallly Criteria,051.89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 ft5authern PineOP)bur fiber isaga:cafizsl,the efeui6nssatires are,these e4fective 016/QJJ5O1.4 by ALSC Job Truss Truss Type Qty Ply 2610 BC R42684380 PL13-290_UP H F08 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:43 2014 Page 1 ID_egh?eklp1OgFEQgnUaloSyJt2m-IwseRPHCkvQH6joGtFhly3mSvOnLUQu_GwgY3ZykJbM 1 1-0-0 I P-7-8 i i 1-2-0 11 1-8-8 I I 1-9'0 ii 1-2-0 I I 1-5-8 I I-- 1-6-0 1 1-6-0 1 Scale=1:32.8 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 e ee o_ o iiir o ® e- o e O O O - O -e o A. 2 26 25 24 23 22 21 20 19 18 17 3x4= 4x5= 3x5= 3x5= 3x4= 3x6 = 3x8= 3x4= 14-5-0 I 8-3-1 10-019-5-0 1 13-3-0 113-101 I 19-3-0 I 8-3-0 0-7-0 0-7-0 3-10-0 0-7-0 0-7-0 4-10-0 Plate Offsets(X,Y): 110:0-1-8,Edge],112:0-1-8,Edge],113:0-1-8,Edgel,123:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 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 Ina YES WB 0.55 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code 1BC2012/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 2.0E(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=0/444,8-24=-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 ANSI/TPI 1. t.('} PRpres 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to S be attached to walls at their outer ends or restrained by other means. t"S,s f© 444. LOAD CASE(S) Standard 8 s; 2PE �r' 1 y "3„,,OREGO c15) 4/../ A. HE EXPIRES:06/30/2015 August 25,2014 4 f ®WARNfit€s.t,w,d f des yn,:a,amesrs sodR M)IES ON THIS AND rh I/0En N1TEKREFERENT WE('(/7.7 413 icc 1,/29/2l1F BFINENSE . �' Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicabilty 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 M-EQ.�- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1Yk E R fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPI1 Quamly Criteria,058-89 and BCSI BuBding 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 if SotattniteteRimat8141umbitif is xpecifittd.the design values are there ef€ext ve 0G/09/2G2.0lsyMSC Job Truss Truss Type Qty Ply 2610 BC R42684381 PL13-290_UP H F09 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MTek Industries,Inc.Mon Aug 25 09:49:44 2014 Page 1 ID:_egh?ek1 p1 OgFEQgnUa1 oSyJt2m-m6Q0elIgVDY8ktNSRzC_VGIhsQBuDzo8VaQ5b?ykJbL I 0-8-4 I I 2-6-0 I Scale=1:11.6 1 3x4= 2 1.5x3 II 3 3x4= 4 1.5x3 I I • I.\___„_____ L 0 N 34= 7 6 - 1.5x3 II 3x4= I 6-0-12 I 6-0-12 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Ud 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(L) -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 �Sgc PROFeIN s s 87022PE r to cv - cl',Aj, ()REG•N erAv '?- '48'ER 1\ ' A. HE 0P EXPIRES:06/30/2015 August 25,2014 ®WAfNI56I-Yer,'/yzte E',a rarameicrs and READ 107ES ON THIS AND MIXED 1417EKREFERENCE PAGE MU 7473 me 1/29/2!8 Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Mil 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 responsibiflity of the MiTe " erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IYBIYI i 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quardy Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 tl-soutlsmnnPine tSp)lumpisspecified,theaesign uaxarex nteoc/a3faoxsbyMSC Job Truss Truss Type Qty Ply 2610 BC R42684382 PL13-290_UP_H F10 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 09:49:45 2014 Page 1 ID_egh?eklp1OgFEQgnUaloSyJt2m-EJ Or5JSGXg?MOye?gjD1Urj_gO?yGbHjE9f7SykJbK 1 1-o-0 I o-11-4 I I 1-2-0 I I 1-9-0 11 1-&8 ii 1-2-0 I 211 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 I e o a N1 e � o ee� a� e/ e 2 111 e 26 25 24 23 22 21 20 19 18 3x4 = 4x5= 4x8= 3x5= 3x5= 3x5= 3x8 = 3x4 = I 2-2-4 12-9-413-4-41 7-2-4 17-9-41 1 t9-8-0 I 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): 14:0-1-8,Edge),(6:0-1-8,Edgel,17:0-1-8,Edge),126:0-1-8,Edgel LOADING(pst) SPACING 1-7-3 CSI DEFL in (loc) Udefl Lid 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 Ina YES WB 0.79 Horz(TL) 0.07 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:94 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(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 (lb)-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. V) PR o fiscSt LOAD CASES) Standard • ',NG(NSxj 61 4 870 2PE �,f ,' N 7 Ali,, OREGON i Q4// -2 <("44.fiER 1� VA. HERN'P EXPIRES:06/30/2015 August 25,2014 4 1 ®WAFSNII`-tlr/ydclinpasaraascsrssndREAl 7DIESONTUISAND ILEO€DN EK REFEREha Ma XII 7473rsa1/2f17i14BE4011E 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 #� �• erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPII QuaNty Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 It SOUtheril fssrsa ISPI lrnrnlsoaiaspreattied,thin&resign>eataaes ace:t ose eldatictive 06/0115013 byF.MSC 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?eklp1OgFEQgnUaloSyJt2m-iVYm3RJ41goszAXrZOESahOuuDhNhihQyuvCfuykJbJ I 2-6-0 11 1-2-0 11 0-11-8 I 1 1-2-0 1 1 1-71-4 - - I Scale=1:28.3 3x5 = 3x4= 354= 355 = 354 = 1 2 3 4 5 6 7 8 9 10 a _ 4444114.44414.414.4119- e 4 a ®e e e \ `eT 000000000000 l.. N e a e e 1 17 16 15 14 13 12 i 3x4= 358= 3x4= 3x8= 3x4= 8-10-12 14-5-12 I 8-2-4 8- 2 P-5-12 1 13-3-12 1�i-10-1 1 16-8-0 1 8-2-4 0-1 0-7-0 3-10-0 0-7-0 0-7-0 2-2-4 0-7-0 Plate Offsets(X,Y): [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) Udefl L/d 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 Ina 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 c4,Ep PRQFes 87022P, r i cv "0�ORCON c1Q�✓ 4 0 48ER 1 . V A. HE EXPIRES:06/30/2015 August 25,2014 N t ®IC4RM743-V&yr/estyn paratrsoerx a d READ P IES OPP MIS AND MIXED PRIER REFERENCE PAGE NPL 7 473 ter.1,11912014RffO8ElfSE '� 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 stabifty during construction is the responsibiNity 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 Qualfy Criteria,D5B-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information avatabte from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 tfSerutllern Pine ISP)tumbEr is specified,the desige%AIWA are ttuonssiastnse 0G/O1[201.3 by AMSC Job Truss Truss Type Qty Ply 2610 BC R42684384 PL13-290_UP_N F12 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?ek1p1OgFEQgnUa1oSyJt2m-iVYm3RJ41goszAXrZOESahOObDsXhsyQyuvCfuykJbJ I 2-6-0 I 1-9-11 I I 1-7-0 110-5-5 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 a 0 / e e e e 'b 1( 9 8 3x4 = 7 3x4= 3x4= 3x4= I 4-5-3 4-r-11 5-1-11 1 5-8-11 510]3 8-11-0 I 4-5-3 n-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(psf) SPACING 1-7-3 CSI DEFL in (loc) I/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 ?%-1-) PR p Fs 87022PE44 17 (1 fiIV N g�4. � � R � �CBdPs A. HER EXPIRES:06/30/2015 August 25,2014 B / ®17dfs1/WJ-Vedtyriet(gnrarararssrsariaREAD tr Tz'SONPMIS AND INCLUPED PfliTKREEsErva PAGE Hl77473ter,112912P14 B43ftE1.+M Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. MI 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 BY[p 'Tek* 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/7P11 Qualify C,Beda,OSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine ISM lumber specified.the-tfestgesvelarts aretheta effective 06/03/28113 by MSC Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION Centery plate on joint unless x, 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 13/4" offsets re indicated. I I (Drawings not to scale) Damage or Personal Injury WEIDimensions are in ft-in-sixteenths. I Apply plates to both sides of truss lik and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 0-i/16" 2.2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves 4 ma require bracin or alternative Tor I _ O .. bracing should be onsidered. F � O :1F)- 7-8 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. R O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate 6"� C5-6 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 *Plate AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR 1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that ifr Indicated by symbol shown and/or SYP represents values as published 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, or less,if no ceiling is installed,unless otherwise noted. BEARING soo".. 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 ©2012 MTek�All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® Min size shown is for crushing only. MIMI 1)1110 18.use ofreen or treated lumber may y pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 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, MiTeW 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 a �z �° 'o6 a A O O y A m 603 Wyk = . -. Z O rn m o F33 x Z v Z113 Z a = r 0 0 0 Z x � 61'3112" o 5�112" 39'x" 16'.6 r- o 2 m .. � 5.3112" _ 4 , El0. I -I - , m m 63 D G C C coC \N' ' m C _mf z °z °z °n E2 (�w y m5 \ a, GO Y4 Ei i el �.,.... N a y YIEIR 2 ,�g 1 N N —x 1 s'>3 n g / 02 '. • : ! E3 / Os ...tpp' 15 Q— �uri N O ro a 9 t6cb' Poa� �' A j J2_ Kt m 4 -� o , =i2 1 0 ► 4 E5 tr xi . . , T-2N.6 e 2 2 ; T-311? I 3T-6' 1 1814" z to 61'-3112' 1 Nin I 10'-0' I ® CONFORMS TO DESIGN CONCEPT ❑X CONFORMS TO DESIGN CONCEPT ® 10%0"SET BACK TO DESIGN CpNCEPT WITH — CONFORMS TO DESIGN CONCEPT WITH 9 VERIFY ❑ CONFORMS REVISIONS NOTED REVISIONS AS SHOWN 1 0 NON-CONFORMING-REVISE&RESUBMIT C NON-CONFORMING-REVISE AND RESUBMIT n THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE n 3 w ,H DESIGN CONGER ONLY AND DOES NO'I RELIEVE 1 H WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE C i: FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN i DRAWINGS.SPECIFICATIONS AND APPLICABLE CODES.ALL OF WHICH HAVE FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE im 1:12 PRIORI FY OVER THIS SHOP DRAWING. DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY BAlexia Fukui sate 9/2./,4 MILRRANDT ARCHITECTS OVER THIS SHOP DRAWING, CONTRACTOR SHALL VERIFY ALL DIMENSIONS. By: Todd R. Eaton Date: September 19, 2014 .4 Milt 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 toads 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. 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). 41, ,. '114 t 1 . `, V trt < ; ' Alt ,p ,. t A r t., l&fit, ,., .. ,k ".t 4 1014,13 10/17 iEXPII FS 6130115 1111011111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 0.0' (GOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacing.' TC: 2x4 KDDF 918BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF k16BTA SPACED 24.0" O.C. not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12'OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=21.3ft, 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, MWFAS(Dir), M,M2OHS,M18HS,M16 = M>Tek 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 IAC 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. Refer to 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 HM-4x4 3 I 12 6.00 12 Q 6.00 CO) 4 01 O C� �, -/c? 1 M-3x4 M-3x4 O .1 y .1 y 1-06 17-00 1-06 ( cOPR0 � , JOB NAME : 2610-B NH POLYGON - Al Scale: 0.4458 \�� r J>,...117 I MY WARNINGS: GENERAL NOTES,unless otherwise noted: kJ irv a 4. A 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual =710 PE rTruss: Al 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 410410.1* DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracing of Ton.and at 10'o.c.respectively unless braced throughout their length by a po b ng 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++ 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. W SEQ. : 6054134 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/ -'7,� ��Q` A. design loads be applied to any component, and are for"dry condition"of use. 14 ii,. TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes cud bearing at all supports shown.Shim or wedge if �y fabrication, necessary. fi Ry.L handling,shipment and Installation of components. 7.nDesign assumes adequate drainage is provided. C t. 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III 11 II 11111 III I 11111 VIII VIII III III TPI WiCA 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(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 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"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5.6=(-1092) 309 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 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,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 0.0" -B5/ 713V 0/ OH 5.50" 1.14 KDDF ( 625) 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 ICON. 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 HORI2. 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'k at time of manufacture. f ,rDesign conforms to main windforce-resisting 12 12 system and components and cladding criteria. s.o0✓ HM-4X4 Q 6.00 Wind: 140 mph, h=21.3ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, 4" (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-1.5x3 M-1.5x3 co (7 a O 0 1 7 -6 M-3x4 M-3x8 M-3x4 8-06 8-06 /, ), 1 1-06 17-00 JOB NAME : 2610-B NH POLYGON - A2 Scale: 0.3533 ..„:g°' R4t��',`�i�, WARNINGS: GENERAL NOTES,unless otherwise noted: `, 71/7' •n p 1.Builder and erection contractor should be advised of all General Notes 1.This design isp based onlyp upon the parameters shown and Is for an individual = r Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: W 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4r4 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++ CCn �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. .7 q_OREGON �, �p: S E Q TRANS I D: 407736 ''.?4).741-. ' 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 V+7�ri 4}" 1 4 ��\ "k. vy fabrication,handling, necessary. shipment and installation of components. 7.Design assumes adequate drainage Is provided. Cep ` V Lb 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IIIIII VIII VIII IIII VIII VIII VIII IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon requestlines coindde with joint center foes 9.Digits Indicate size of plate In Inches. MiTek USA,InC./CompuTfu6 Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Welt) EXPIRES:12/31/2015 VIII AI 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 N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 7=(-472) 1687 7- 3=( -67) 453 BC: 2x4 KDDF /I1&BTA SPACED 24.0" 0.C. 2- 3=(-1937) 527 7. 8=(-442) 1531 3- 8=(-811) 377 WEBS: 2x4 KDDF STAND 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 LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) ** For hanger specs. - See approved plans 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 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 = -0.050" @ 14'- 3.8" Allowed = 0.804" 8-06 8-06 MAX TL CREEP DEFL = -0.096" @ 8'- 6.0' Allowed = 1.072" T T T 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' NOTE does 12 12 not exnassumes ceed19% attimelofumanufacture re . IM-4x4 6.00 D 6.00 4 Design conforms to main wd claddingcriteria ng system and components and cladding criteria. KO Wind: 140 mph, h=21.3ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.8, Truss designed for wind loads in the plane of the truss only. 1111 ._ M-3x4 M-3x4 .444d M M-3x4 __ M-3x4 m o �_ a o 7M-5x6 M•3x8 M 5x6 '��`_�'� v „6 0 0 1 0 -,=32.75 $ 2X WEDGE 2.75.- 1P W/(2) M-3X4 TYP. 12 * * * * * 2-05-08 5-10-12 6-02-04 2-05-08 1, y 1, J, y 1-06 2-05-08 12-01 2-05-08 ; y ). 1-06 17-00 00 PROFe JOB NAME : 2610-B NH POLYGON - A3 Scale; 0.3242 ,5'� ''-'717/ so WARNINGS: GENERAL NOTES,unless otherwise noted: 4., 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 CC. P E r Truss: A3 and Warnings before construction commences. building component.Applicability of design parameters and proper w 2.204 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 is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length byr, r Po ty continuous sheathing such as plywood sheathing(TC)and/or drywati(eC). 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 r,, SEQ.C/� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. `K S E Q. : 6054136 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, Lf'*7d� 1 4 �N� A• design loads be applied to any component, and are for"dry condition"of use. -7 t� TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge If f�s fabrication,handling,shipment and installation of components. Design assumesuy. .fy R I 0� V 9 P P 7.Plates adequate one both drainage Is provided. +T 8.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center IIIIII IIII VIII VIII VIII VIII VIII IIII IIII TPI WfCA in BCSI,copies of which will be furnished upon request. gindicate withizjoint ate inr lines. 9.Digitsscoincide size oplate 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 10-00.00 GIRDER SUPPORTING 17-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF M168TR 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 N188TR 2.3=( -716) 174 5-6=(-472) 2107 2-6=(-1769) 416 WEBS: 2x4 KDDF STAND; 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 <= 12'0C. 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 BAG AREA BC LATERAL SUPPORT <= 12"0C, 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"OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 1COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Single member as shown. MAX LL DEFL = -0.036' @ 4'- 7.0" Allowed = 0.454" Hangers attached to the bottom chord MAX TL CREEP DEFL = -0.074" @ 4'- 7.0" Allowed = 0.606" will have 1.5" max. nail penetration. MAX HORIZ. LL DEFL = 0.008" @ 9'- 10.3" Connector plate prefix designators: MAX HORIZ. TL DEFL = 0.014" @ 9'- 10.3" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 8-10-03 1 01 13 NOTE:Design assumes moisture content does T i' ,r not exceed 19% at time of manufacture. 4-08-12 4-01-07 1-01-13 Design conforms to main windforce-resisting T T T T system and components and cladding criteria. 12 M-4x6 Wind: 140 mph, h=21.4ft, TCDL=4.2,BCOL=6.0, ASCE 7.10, 6.00 / (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 M-7x8 load duration factor=l.6, 4 Truss designed for wind loads �GM�1.1in the plane of the truss only. e M-3x8 co ��•. F1 0LU m ,A4.411 2 Lill .4 0 v M-5x10 o1 5 6® ..,-.7 _, M-3x8 M-8x10 M-1.5x3 4-07 3-10-04 1-06-12 ,1 10-00 WEDGE REQUIRED AT HEEL(S). ,0 PRO/ JOB NAME : 2610-B NH POLYGON - Bi )N s, Scale: 0.3877 x.7%711 d# WARNINGS: GENERAL NOTES,unless otherwise noted; f�q 1 c- - p 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual 4 . ;,'• 7G 0•P E r Truss: B 1 and Warnings before construction commences. building component.Applicability of design parameters and proper �/ ,000 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 rrY r DES. BY: LJ2'o.c.and at 10'c.c.respectively unless braced throughout their length by AAme" 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++ * /id 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 0� ^V non-corrosiveSEQ. : 6054137fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a environment, L7 "N!� \ design loads be applied to any component. and are for"dry condition'of use. Y 1 4 � - TRANS I D: 40773 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 fabrication,handling,shipment and installation of components. necessary. > .1.4141‘..‘„ 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Rrritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center (VIII 11 11111 VIII III I VIII 01 III I IIII IIII TPI/WTCA In BCSI,copies of which will be furnished upon request. git coincide with joint center nche. 9.Digits indicate size offpplatetein Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E 141 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=( -826) 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=1 -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+OL= 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 BAG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SO,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 10PSF LIVE LOAD. TOP C,CN,CI8,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 "ac 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" 9" oc in 1 row(s) throughout 204 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" @ 18'- 0.0" Allowed = 1.872" 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" MAX HORIZ. TL DEFL = 0.051" @ 25'- 6.5' 9.11-11 6-00-10 9-11-11 ,f T f f 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's at time of manufacture. f T f 960# ' l'Design conforms to main windforce-resisting 12 M-4x6 M-5x6 12 system and components and cladding criteria. 6.00 D M-3x4 Q 6,00 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, 5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), a load duration factor=1.6, Truss designed for wind loads in the plane of the truss only, M-3x4 M-3x4 3 y 44,co M 4- a L.� rIl moi- RI a o 1 10 11 12 13 , M-3x5 M-1.5x3 M-3x8 M-5x6(S) M 6x8 M-1.5x3 M-3x8 y y y ), �1asa# ), ), 5-01-12 4-05 6-10-08 4-05 5-01-12 y 1, y 12-00 14-00 ,I, 1, ), ), 1-06 26-00 1-06 o't0 PR UFps JOB NAME : 2610-B NH POLYGON - Cl Scale: 0.2543 �� !\/�y?[/�� S WARNINGS: GENERAL NOTES,unless otherwise noted: 4 `nn"�f7 / I+ -57 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual �: T 7G t,t E i`� Truss: C 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom to be laterally braced at � DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r +� Po kY continuous sheathing such as plywood sheathing(TC)and/or drywall(6C), DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where sham++ OREGON `', tr 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '}� W SEQ. : 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, 4.L . �q y N 'c design loads be applied to any component. and are for"dry condition'of use. V 7 A 2. 4. TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assunres full bearing at all supports shown.Shim or wedge if A�, �Q� fabrication,handling,shipment and Installation of components. Design ass 'K' 'r.,,R ` \,..' 'V 9 P P 7.Design assumes adequate drainage is provided. ti(FM- 8.This design is furnished subject to the limitations set forth by B.Plates shall be located an both faces of truss,and placed so their center (IIIII IIIII IIIII III I IIIII IIIII IIIII III(IIITPINJfCA in SCSI,copies of which will be furnished upon request. 9.lines Digits Indicat size joint plate incenter Inches. 10. r MITekUSA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311, EXPIRES:12/31/2015 IIIIIIIIIIIII 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 10.11=(•202) 1141 10- 4=( -81) 324 LOADING 4- 5=(-1143) 451 11.12=(•360) 1568 10- 5=( -70) 73 IC LATERAL SUPPORT <= 12"OC. 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"OC, 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) i 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 INC 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,CI8,CN18 (or no prefix) = CompuTrus, Inc ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacin0.1 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 T 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. f '1 f f I (Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 D M-4x6 M•6x6 u 6.00 r Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 yr co O p o ° 0 _ V 1 9 10 11 12 a � M-3x4 M-1.5x3 0.25° M-3x4 M-1.5x3 M 3x4 M-5x8(S) ; ,1 J. y y 6-01-08 5-05-04 3-00-04 5-03-08 6-01-08 y y 1, )- 1-06 26-00 1-06 JOB NAME : 2610-6 NH POLYGON - C2 . PRtl>r�6si Scale: 0.2553 ?Fps (,7 WARNINGS: GENERAL NOTES,unless otherwise noted: �. (�r� Cf�C` 'S1,,,: �+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..f f.. Truss: 02 and Warnings before construction commences, building component.Applicability of design parameters and proper �r 2.204 compression web bracing must be installed where shown+. Incorporation of component Is the responsibiity of the building designer. ,..+'' w+•''" 3.Additional temporary bracing to insure stadity during construction 2.Design assumes the top and bottom chords to be latemily 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 � r• � f�lr DATE 9/9/2014 responsibilitybuilding 9 continuous sheathing such as plywoodquired sheathing(TC)and/or drywall C. CC the overall structure is the res onsibili of the designer. 3.2x Impact bridging or lateral bracing required where shown++ f, 4.No load should be appied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. •V" ©REGON�t �+r,/ 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, design loads be applied to any component. and are for"dry condition"of use. �' '91/ 14 4 2. �+.�.. 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 end installation of components. necessary. �R R y G 6.This design Is furnished subject to the imitations set forth by7.Plates assumes adequate drainage isprovided. C 4 IIII II II II II II VIII VIII VIII IIII IIII 9 1 8.Plates shall be located on both faces of truss,and placed so their center TPIANTCA in SCSI,copies of which will be furnished upon request. lines coindde 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-19e8(MiTek) EXPIRES:1 2131/201 5 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 8=(-249) 1528 3- 8=(-383) 260 BC: 2x4 KDDF M1&BTR SPACED 24.0" 0.C. 2- 3=(-1813) 391 8- 9=(-124) 1001 8- 4=(-130) 635 WEBS: 2x4 KDDF STAND 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"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1813) 390 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 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0' -199/ 1263V -139/ 139H 5.50" 2.02 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012, 26'- 0.0' -199/ 1263V 0/ OH 5.50' 2.02 HOOF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. )GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -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" T f NOTE:Design assumes moisture content does 6 09-04 6.02 12 6-02 12 6-09 04 not exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting 6.00 1 " M-4x6 Q 6.00 system and components and cladding criteria. 4.0" Wind: ( lmH442ASCE 44"( Aleights), Enclosed, Cat. , Exp.B, uu load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 Cr) 0 V vwr '- Mm T + 4 0 8 9 0 o M-3x4 M-3x4 M-3x4 M-3x4 0 M-3x5(S) ,1 ). J, .1 8-10-03 8-03-11 8-10-03 .1 y ,1 16-00 10-00 y 1, ), i, 1-06 26-00 1-06 JOB NAME : 2610-B NH POLYGON - C3 Boole: 0.2,78 `��, D IIN A,._ -/� WARNINGS: GENERAL NOTES,unless otherwise noted: 4 (� /+ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual e: =72 4 P E { Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibilty of the building designee 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 45001i" DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ' i mr ��a"�" Po tY continuous sheathing such as plywood sheathing(TC)and/or drywalC). 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++ REaON ` 4.No load should be appled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. d u 40 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, G7 �.7 Q\ design loads be applied to any component. and are for"dry condition"of use. O -7 1 4 .. tr, TRANS I D: 40773 6 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beefing at all supports shown.Shim or wedge if necessary. ty R fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. r"f 1+ 6.This design is furnished subject to the Anitalions set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII IN II VIII I III VIII VIII 11 IIII(III fPI VJTCA In BCSI,copies of which will be furnished upon request. git coincidetwith jointcenter lines. 9.Digits Indicate size of plate in Inches. n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MITek) EXPIRES:12/31/2015 11111 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' TC: 2x4 KDDF 91&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 91&8TR SPACED 24.0" O.C. esign assumes moisture content does not not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12'OC. DON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and claddingcriteria. DL ON BOTTOM CHORD = 10.0 PSF P Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=22,4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 13-00 13-00 12 HM-4x4 12 6.00 V 3 Q 6.00 ill m 0 c7 o . 1111111111111111111111111111111111111111111111111411 o o 0 M-3x5(S) o M-3x4 M-3x4 y y y y y 16-00 10-00 1-06 26-00 y y 1-os JOB NAME : 2610-B NH POLYGON - C4Scale: 0.3053 ``�� Q PRoc�7ypp+� rte WARNINGS: GENERAL NOTES,unless otherwise noted: ft 4✓ . rr 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 4t' 7.92 41.10p.! V E 1- Truss: C4 and Warnings before construction commences. building component.Applicability of design parameters and proper ,/e 2.204 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 steGAty 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 r r Af�e is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywallC). . DATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1MCC 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 6054141fasteners are complete and at no me should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive ' environment, •,}y N 'E 5.CompuTrus has no control over and assumes no responsibility for the , TRANS I D: 407736 design loads be applied to any component. and are for"dry condition"of use. �G% ��+ 2. (� 6.Design assumes full bearing at all supports shown.Shim or wedge if Sf 1 4 fabrication,handling, nesessary. "r'1 `f 1 shipment and installation of components. 7,Design assumes adequate drainage is provided. �f +'i L.t+ 6.This design is furnished subject to the Amitatlons set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII NEI VIII VIII IIII IIII IIII TPIANTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. Digit 9.Digits indicate size of plate In Inches. 10. n MiTek USA,Imo lCompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacinq.l TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KODF #1&BTR SPACED 24.0" O.C. not exceed 1at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M;M2 HS, 18HS (16 no iTkprefix) = CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M20HS,M18HS,M16 = M3Tek MT series LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 11-00 11-00 T 1' 12ilM-4x4 12 6.00 D 3 Q 6.00 .'...1 co 4 co o /v o { o -/////Z///////////7////////7»////////////////////////////////////////////////7///////////// ////////ilii/hitt///// /////////////////////////////////////////////////�., o, 0 M-3x5(S) M-3x4 M-3x4 ), y y 12-00 10-00 y l y y 1-06 22-00 1-06 vo PR 04'1, JOB NAME : 2610-B NH POLYGON - D1 Scale: 0.3636 w5 ` 7171/ >d WARNINGS: GENERAL NOTES,unless othervese noted: j, . a p 1 E'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 ✓✓ k"C. and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: D 1 Incorporation of component is the responsibility of the building designer. .4 2.2x4 compression web bracing must be installed where shown+. 2 Design assumes the top and bottom chords to be laterally braced ata>alff► 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their len&&th by Vie.; •A"'*'-" DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,. �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++ OREGON �4 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 ,y_ Q` SEQ. : 6054142 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �/ -•?1... \ k design loads be applied to any component. and are for"dry condition"of use. k 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, "�`hh pp fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. +l R 1 k..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 1111 1011 11111 Milli VIII IIII IIII TPI WTCA in SCSI,copes of which will be furnished upon request. Digits coincidetwith jointicenter chs. 9. ndsize off t co inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E lines 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPI RES:12/31/2015 11111 IIIIIII 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 #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 8=(-203) 1261 3- 8=(-311) 222 BC: 2x4 KDDF #1&BTR 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 TO LATERAL SUPPORT <= 12"OC. 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/ 0H 5.50" 1.75 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. iCOND. 2: Design checked for net(-5 psfl 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 = -0.043" @ 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 noexign assumes moisture content does nottexceceed 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=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), II load duration factor=1,6, Truss designed for wind loads in the plane of the truss only. M-1"5x3 M-1.5x3 3 illilliir co co 0 0 4 mg a 8 9 O M-3x4 M-3x4 M-3x5(5) M-3x4 M-3x4 O y 1, y y 7-06-03 6-11-11 7-06-03 y 1' .1 12-00 10-00 1, 1, y 1, 1-06 22-00 1-06 0`c 3 PRo,p4, JOB NAME : 2610-B NH POLYGON - D2 Scale: 0.2513 �' ( (j�O so WARNINGS: GENERAL NOTES,unless otherwise noted: SO i/ _t •��fff 'o 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 Individualtt. $I'-E Truss: D2 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ;,,✓ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et 4/. 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 s 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. -'. OREGON {l! SEQ. : 6054143 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. - and are for"dry condition"of use. .�i 7 14 r2.(} ." TRANS I D: 407736 a.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If + �q fabrication,handling,shipment and installation of components. DesignDeasscessary. MR 0,- 6. 7. laesassumes atedadequate drainage is of provided. �'T 1..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 II II VIII IIII VIII VIII VIII IIII IIIITPINYTCA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center 9.Digits indicate size of plate in Inches. 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E 1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.5" 'COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,CI8,CNI8 (or no prefix) = CompuTrus, Inc 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.8, 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loons 6.00 REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET, in the plane of the truss only. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. N ddifillil LO 0/— V 111 O —/ 4 M-3x4 I I I 1-06 5-03-08 ..,0 RROre d, JOB NAME : 2610-B NH POLYGON - El 5� s Scale: 0,7460 \ /1 WARNINGS: GENERAL NOTES,unless otherwise noted: 4t� 1�� 1.Builder and erection contractor should be advised of as General Notes 1.This design Is based only upon the parameters shown and is for an individual 4 9 P E %'- Truss: C E1 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibmty of the building designer. 3.Additional temporary bracing to insure staidly during construction 2.Design assumes the top and bottom chords to be laterally braced et 464111,7 DES. BY: LJ is the responsibility of the erector.Additional o.c.and at 10'o.c.respectively unless braced throughout their length by ...,""41107. onel permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(6C). (,_ DATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ '# 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. 7 A_OREGON 1(J S E Q. : 6054144 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� .7�t 4N� . design loads be applied to any component. and are for"dry condition"of use. -7 1 4 2- 1y"'' 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 �3 T necessary. ],`� { RPM V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. ++• t l- 6.This design Is famished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center 111111111111111111 TPINJTCA in SCSI,copies of which will be furnished upon request. Digit coincide withzjoint center Ines. 9.Digits o ncide size of plateIn(Ines. n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-19e6(MITek) EXPIRES:12/31/2015 11 1111 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 KDDF ki&BTR LOAD DURATION INCREASE = 1.15 1.2=( O) 76 2.5=(-51) 56 3.5=(-162) 161 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2.3=(-115) 79 WEBS: 2x4 KDDF STAND 3.4=( -10) 5 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. 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) LL = 25 PSF Ground Snow (Pg) 5'- 3.5" -25/ 214V 0/ OH 5.50" 0.34 KDDF ( 625) Connector plate prefix designators: 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. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013' @ -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 0-03-12 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 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,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), L.0load duration tactor=l.6, Truss designed for wind loads in the plane of the truss only. N 01 Oi 7 Ei ME O �� 5 1 M-3x4 M-1.5x3 y 1, ), 4-11-12 0-03-12 y )' )' 1-06 5-03-08 �' c'o PR OF�rs JOB NAME : 2610-B NH POLYGON - E2 Scale: 0.5786 �- ( sin WARNINGS: GENERAL NOTES,unless otherwise noted: CI' -5, 1. C n 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 = 11 f- r" Truss: E 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing 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 sheathingsuch as �B ) ° . racing plywood cured s or drywall(BC).. C. DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ f.�c. 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '}X A_OREGON fA `W SEQ. : 6054145 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, G� '7ii \ A. design loads be applied to any component and are for"dry condition"of use. i1. -7 .)4 �^ .. TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge If V fabrication,handling,shipment and installation of components. necessary. .44 ? rl n i k- 6.This design is furnished subject to the irritations set forth 7.Designlaesassumes adequateatedon drainage is of truss,provided. rt 11111111111111111 9 1 by 8.Plates shall be located both faces of and placed so their center TPIM/TCA in BCSI,copies of which will be furnished upon request. lines coindde with joint center lines. 9.Digits indicate size of plate in Inches. p 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: /2015 IIII I IIIIIII 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 #1&BTR LOAD DURATION INCREASE = 1.15 1.2=(-112) 82 1.4=(-51) 55 2.4=(-161) 159 BC: 2x4 KDDF #1&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 BAG 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,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) M,M2OHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacin0.l REQUIREMENTS OF IBC 2012 AND IAC 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 TL 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 0-03-12 MAX HORIZ. TL DEFL = 0.000" @ 4'- 10.3' T '1 'f 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=1.6, Truss inthe plandesigned fwloads eofthetrussonly. to lillidil N us O m o'` 1 �4 M-3x4 M-1.5x3 J‘ ), 4-10-04 0-03-12 y y 5-02 rc0PRO JOB NAME : 2610-B NH POLYGON - E3 Scale: 0.5359 �5�� wr � WARNINGS: GENERAL NOTES,unless otherwise noted: �' f�.+��N pptr�- �` C 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual = 11 r.E 1-- Truss: -- Truss: E 3 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 stabiaty during construction 2.Design assumes the top and bottom chords to be laterally braced at ggt ' DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'oto.and at 10'o.c.respectively unless braced throughout their lenh by continuous sheathing such as plywood sheathing(TC)and/or drywall$C). ? -411 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. "jr OREGON .y SEQ. : 6054146 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, Gd 1 A< A. design loads be applied to any component. and are tar"dry condition"of use. �h Alk 1 4 7.� �"t^ TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at ell supports shown.Shim or wedge if �ry necesnary. EiR R[L+ fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. 4• 8.This design is furnished subject to the Rnitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII VIII VIII VIII VIII IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center fines. 9.Digits indicate size of plate in Inches. MiTek USA,Ina./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111IIIII 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 N18BTR LOAD DURATION INCREASE = 1.15 1.2=(-151) 129 1-4=(-70) 92 2-4=(-225) 204 BC: 2x4 KDDF g18BTR 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' -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,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL FOND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, III 1 co (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 12 Truss designed for wind loads 6.001/ in the plane of the truss only. U, U) r/- oo▪h 1 11..- 1P�4 M-3x4 M-1.5x3 ; y ), 6-10-04 0-03-12 1' 1- 7-02 JOB NAME : 2610-B NH POLYGON - E41 `psi Scale: 0.5003 G? // ! ! / WARNINGS: GENERAL NOTES,unless otherwise noted: ��` C 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual .00O ,P E Truss: E 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. 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 Ih is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywali(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++ ilti CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7 y_OREGON <t/ SEQ. : 6054147 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, G- v N A.". design loads be applied to any component and are for"dry condition"of use. 1 4 �"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 �y fabrication,handling, necessary.signas �PRIs � V shipment and installation of components. 7- ecassumes adequate drainage is provided. ll 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 II II IIIII IN IIIII IIIII IIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincidewith joint ain lines. 9.Digits indicate size of plate In Inches. MiTek USA,InC./C0 n UTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.0" LOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' TC: 2x4 KDDF 818BTR LOAD DURATION INCREASE = 1.15 n assumes moisture content does NOTE:Design 2x4 KDDF 818BTR SPACED 24.0" O.C. Q WEBS: 2x4 KDDF STAND not exceed 19% at time of manufacture. LOADING Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF M-1.5x4 or equal at non-structural Wind: 140 mph, h=21ft, TCDL=4.2,BCOL=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=l.6, Connector plate prefix designators: Truss designed for wind loads LIQIIRD STORAGE DOES NOT APPLY DUE TO THE BEINIAL C,CN,C18,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. Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6-10-04 0-03-12 T T T 12 6.00 V M-1.5x3 3 -V A 0 ii M in 1 lI O .1. 1111 of— /A M-3x4 M-1.4 5x3 y > 7-02 JOB NAME : 2610-B NH POLYGON - E5 5� �+N si Scale: 0.5424 �? '717//r f"4 {. WARNINGS: GENERAL NOTES,unless otherwise noted: 9 pp1"-., 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 SPE 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 DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r A°4 " is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal�C). 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. "}r OREGON piSEQ. : 6054148 fasteners are complete and at no time should any bads greeter than 5.Design assumes trusses are to be used In a noncorrosive environment, s �4 N -4.:... TRANS ID: 407736 design loads be applied to any component and are for"dry condition"of use. .)4 ,Q �5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge If fabrication,handling, necessary. 41:i1:1 h I t shipment and Installation of components. 7,Design assumes adequate drainage Is provided. rT 1..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 111111111111111101111 TPI/WTCA in SCSh copies of which will be furnished upon request. git coincidentwith joint ain nche. 9.Digits indicate size of plate in inches. C n MiTek USA,InC./COfnpuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' TC: 2x4 KDDF 916BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 91&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 Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=15ft, e .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), I 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 10 PSF 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. 4-10 4-10 I I I HM-4x4 2 I I 12 12 6.00 Q 6.00 M c.,,,_ M —/O •tt V //////////////////////////////////////////////////////////////////////////// o 0 0 M-3x4 M-3x4 4 )" J' y 9-08 1-06 �5 PRo/ JOB NAME : 2610-B NH POLYGON - F1 5, (N s, Scale: 0.5555 _, ‘."7/7/ � 7 r o� WARNINGS: GENERAL NOTES,unless otherwise noted: 7c-' "$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 IndividualC . ;924 f E Truss: I 1 and Warnings before construction commences. building component.Applicability of design parameters and proper fair 2.2x4 compression web bracing ng must be installed where shown+. Incorporation 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 r r the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)s and/or drywall(BC). ,�'' DATE: 9/9/2014 P ty 9 3.2x Impact bridging or lateral bracing required where shown++ /it 4SEQ. : 6054149 .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 ,t,OREGON b, `0 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L '.1 design loads be applied to any component. and are for"dry condition"of use. 1�j1 'T}- 14 2-° �- 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, necessary. / -F/R`i shipment and Installation of components. 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 VIII VIII IIIII 111110 VIII VIII 11E111 TPIANlCA In BCSI,copies of which will be furnished upon request lines coincide with joint center tines 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 Milli IIIIIII 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 N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2.4=(0) 0 BC: 2x4 KDDF Al&BTR SPACED 24.0' O.C. 2-3=(-28) 90 TC LATERAL SUPPORT <= 12'OC. VON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.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,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "on 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 TC 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" T 1-11-11 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting i 6.00 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, 3 -/ I rk a cr o c,,, V 1 M-3x4 y J, y 1-06 [PROVIDE FULL BEARING;Jtx:2,3.41 10-00 JOB NAME : 2610-B NH POLYGON - J1 5: (' �N opt s Scale: 0,5997 \ /7y A� WARNINGS: GENERAL NOTES,unless otherwise noted: /f /7.C !.� 1.Builder and erection contractor should be advised of an General Notes 1.This design is based only upon the parameters shown and Is for an individual 4t' . P E 1' Truss: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2z4 compression web braang must be Installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stebiFty during construction 2.Design assumes the top and bottom chords to be laterally braced at 1rapml�r. 2'o.c.and at 10'o.c.respectively unless braced throughout their length by , _ """' DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall C. 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 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' A_ORE'ON ^V SE Q. : 6054150 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, 4.2 "r'7 �, �N� design loads be applied to any component. and are for"dry condition"of use. P"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 1 necessary. ILf` ty fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. "' R R t t. 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 111 I VIII VIII VIII VIII III I[III[III TPINVTCA in SCSI,copies of which will be furnished upon request. git cdicae with joint centernche. 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 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 BC: 2x4 ODE H1&BTR SPACED 24.0" O.C. 2-3=(-59) 71 ( ) 0 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ 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 spacinad 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 = -0,010' @ 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 = 0.800" 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 199s at time of manufacture. Design conforms to main windforce•resisting 3-11-11 system and components and cladding criteria. T T 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 I/ load duration factor=1.6, Truss designed for wind loads in the plane of the truss only, 3 --f v N M O/- V __ O/- _ c, ��4 M-3x4 y 1-06 PROVIDE FULL BEARING;Jts:2,3,4J 10-00 JOB NAME : 2610-B NH POLYGON - J2 scala: 0.4672 .c,;' :i',.. 'pgAVig.kRO `� ,/t:, WARNINGS GENERAL NOTES,unless otherwise noted: - 444 f r `f7 J2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual ;92so to E rTruss: J 2 and Warnings before construction commences. building component.Applicability of design parameters and proper /r° 2.204 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. 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: 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 / ' l. DATE 9/9/2014 responsibility g designer. continuous sheathing such as plywood required sheathing(TC)and/or drywall BC. l the overall structure is the of the building 3.20 Impact bridging or lateral bracing where shown++ ( ) rf ( ' t1 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. A_(DREGON S E Q �. ""7 � � TRANS I D: 407736 design loads be applied to any component. and 9�assumfor ryes tulldbeadn of all supports 4y 1�, 5.CompuTrus has no control over and assumes no responsibility for the 6.Desi g pports shown.Shim or wedge if Q 1 4 fabrication,handling,shipment and installation of components. necessary. /eFI i S y !j 7.Design assumes adequate drainage is provided. PPM- 6.6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I VIII II II IIIA VIII I III VIII IIII IIII IIIITPt/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines 9.Digits Indicate size of plate In Inches. 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 76 2.4=(0) 0 BC: 2x4 KDDF /16BTR 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 SO.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) 5'- 10.9" -176/ 190V 0/ OH 1.50" 0.30 KDDF ( 625) Connector plate prefix designators: 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 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013' @ -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. '1 f Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 -" 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, -4- c, co co o."- o� ��4 -/ 0 M-3x4 1-06 (PROVIDE FULL BEARING•Jts:2 3.41 10.00 ,c\tc) PR Q,rt JOB NAME : 2610-B NH POLYGON - J3 sale; 0,4672 . w`• ,c.‹,.„ $0. GENERAL NOTES,unless otherwise noted: t .7 E'E, f J3 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 Truss: J 3 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 fop and bottom chards to be laterally braced atr DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10•o.c.respectively unless braced throughout their length by po ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). I. 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++ �E;EGQN f, 4.No load should be appied to any component until after at bracing and 4.Installation of truss la the responsibility of the respective contractor. AA�� ^V SEQ. : 6054152 fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used in a non-corrosive environment, L/ r7.,q f Q��L� and are for"dry condition"of use. �1 2. P design loads be applied to any component. © 7 TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing artu all supports shaven.Shim or wedge if t t i fi necessary. '* RIO- V fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII III)VIII VIII VIII VIII VIII III(III TPI/WTCA In SCSI,copies of which veil!be furnished upon request. lines coincidewith jointfcenterinches.9.Digitssindicatesize of plate in lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Web) EXPIRE&12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-5=(-167) 267 3-5=(-310) 193 BC: 2x4 KDDF A16BTR SPACED 24.0' O.C. 2-3=(-368) 172 WEBS: 2x4 KDDF STAND 3.4=( -58) 27 LOADING TC LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG 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 IRC 2012 NOT BEING MET. ICOND, 2: Design checked for net(-5 pat) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.013" @ -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" '1' T MAX HORIZ. TL DEFL = 0.003" @ 9'- 8.3' NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 6.00 0 Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=21.2ft, TOOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), �« load duration factor=l.8, Truss designed for wind loads . in the plane of the truss only. 0 v CO '- y vw o� 11.-- 15 -/ 0 M-3x4 M-1.5x3 J, y ), 1-06 [PROVIDE FULL BEARING:Jts:2,4,5I 10-00 tORROre JOB NAME : 2610-B NH POLYGON - J4 Scale: 0.4872c. ` " ' io WARNINGS: GENERAL NOTES,unless otherwise noted: rrr�� PE moi,,. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual .r» Truss: J4 and Warnings before construction commences, building component.Applicability of design parameters and proper 2. 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 d� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 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++ /�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 .✓' SEQ. : 6054153 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, G- 7,,� 0 O. A. design loads be applied to any component. and are for"dry full ben'of use. Q y 1 4, 2,. �^�^ TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if ,y fabrication,handling,shipment and Installation of components. necessary. eR R I t V 7.Design assumes adequate drainage Is provided. C 1,.b 6.This design Is furnished subject to the imitations set forth by S.Plates shall be located on both faces of truss,and placed so their center II I'II II VIII VIII VIII I II VIII I II IIII TPINVECA in BCSI,copies of which Wil be furnished upon request. git coincidenwith joint acenter 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:12/31/2015 III IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF Al&BTR 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 SQ.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) i'- 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 psf) uplift at 24 'on 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 = 0.002' @ 1'- 0.1" Allowed = 0.050" 1.11,11 MAX BC PANEL TL DEFL = 0.002' @ 1'- 0.1" Allowed = 0.067" T T MAX HORIZ. LL DEFL = -0.000' @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000' @ 1'- 10.9" 6.00 1 .. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 o co r o/ v 111 o� 2►►:♦ 4 1 M-3x4 1, ), y 1-06 2-00 (PROVIDE FULL BEARING:Jts:2,4.31 �`t0 PRO, JOB NAME : 2610-B NH POLYGON - SJ1 5. iN si Scale: 0.6958CI { WARNINGS: GENERAL NOTES,unless otherwise noted: rhe Cf C SJ1 IP 1.Bulkier and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual a0 I L. Truss: SJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper te, 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: LJ2'o.c.and at 10'c.c.respectively unless braced throughout their length by drll��' Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalC). 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. + /� 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. V OREGON 4" SE Q. : 6054155 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./�".7" 1. \A design loads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the end are for"dry condition"of use. 6.Design assumes full bearing at all supports shown.Shim or wedge if V 14 2. �.i.. TRANS I D: 407736 fabrication,handling,shipment and installation of components. necessary. �R`L{ P 7.Design assumes adequate drainage is provided. C 4 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II 11111111111111111 TPINVTCA In BCS(,copies of which will be furnished upon request. Digit coincide with jointpcenter tines. 9.Digits indicate size of plate In Inches. n n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 Milli'IIID' 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 111&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=(-73) 30 ) TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12°0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG 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,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IDDND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) 12 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 6.00 L 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 = 0.003" @ 1'- 3.6" Allowed = 0.246" MAX TC PANEL TL DEFL = 0.002" @ 1'- 2.1" Allowed = 0.369" MAX HOAIZ. 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. o Wind: 140 mph, h=20.2ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (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 0 o` 2 4 1111110-� M-3x4 ), y y l 1-06 2-00 1-11-11 'PROVIDE FULL BEARING;Jts:2,4.3) JOB NAME : 2610-B NH POLYGON - SJ2 '(''.vo I PRo ��s Scale: 0.7754 c�,� 0" 5�C WARNINGS: GENERAL NOTES,unless otherwise noted: (] n 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 ': - n'921.PE t' Truss: SJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper �d 2.2x4 compression web bredng must be installed where shown+. Incorporation of component is the responsibility of the building designer. l 3.Additional temporary bracing to Insure stabilty during construction 2•Design assumes the top and bottom chords to be laterally braced at Ir DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of T o.c.and at 10'o.c.respectively unless braced throughout their length by r11111P - j me DATE: 9/9/2014 responsibilitybuilding g continuous sheathing such as plywood sheathing(TC)and/or drywall C. the overall structure is the res onsibili of the designer. 3.2x Impact bridging or lateral bracing required where shown++ ) CC �+ 4.No load should be appted to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. �44 OREGON Sfasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: 407736 2 �� St� design loads be applied to any component. and are for"dry condition"of use. / '� j'} 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 i'4 fabrication,handling, necessary. 4,11 y` shipment and installation of components. 7,Design assumes adequate drainage is provided. 4. 6.This design is furnished subject to the Rmtations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I VIII'II I VIII II I IIIA VIII VIII I II'IIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines 9.Digits indicate size of plate in inches. 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 .�) IIIIIIIIIIIII 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 KODF N1&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"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 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,C18,CN18 (or no prefix) = CampuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL )COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -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" MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.067' 12 6.00 7 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 19h 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), load duration factor=1.6, o Truss designed for wind loads in the plane of the truss only. M O„,- o/- ��- o ►� 4►Z�I M-3x4 y y )' y 1-06 2-00 3-11-11 [PROVIDE FULL BEARING:Jts:2.4,3) ,ikc.,o RRQFe JOB NAME : 2610-6 NH POLYGON - SJ3 Bale: 0.6290 0 WARNINGS: GENERAL NOTES,unless otherwise noted: (k a -17 t'] ®i r 1-" 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and is for an individual ? Truss: SJ 3 end Warnings before construction commences. building component.Applicability of design parameters and proper ' 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top and bottom chards to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 'amr o Aa""� po ty g continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). tjr- 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 +y 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6054157 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, t"� ��. �� and are for"dry condition"of use. /�, 2• design loads be applied to any component. V 1 4 TRANS I D: 407736 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If � !a necessary. 'qq7b R�l.�" fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. /4 fl,. 6.This design is furnished subject to the NMtations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111111111111111111111 TPINViCA in BCSI,copies of which will furnished upon request git coincideinwith joint centernche. 9.Digits Indicate size of plate in inches. .1 p MITek USA,inn./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 IIIIIII IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-138) 63 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' -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,C1B,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -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" 3 -/ 12 NOTE:Design assumes moisture content does not exceed 19% 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=l.6, Truss designed for wind loads in the plane of the truss only. .:1- 0 v C v o,_ -/ 4►� o 1 M-3x4 y 1, 1, y 1-06 2-00 5-11-11 [PROVIDE FULL BEARING:Jts:2,4,3) JOB NAME : 2610-B NH POLYGON - SJ4 Y, o PRr�Ffi62 Scale: 0.5260 c..1 t/! /i l �4 WARNINGS: GENERAL NOTES,unless otherwise noted: . rr�Ii- /iv 4- WARNINGS: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual : . i ./0 t-C- c" Truss: SJ 4 and Wamings before construction commences. building component.Applicability of design parameters and proper , �^fJ 2.204 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 stebifity 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 aa^ 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++ fL 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 `W SEQ. : 6054158 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 d \ design loads be applied to any component. and are for"dry condition"of use. ih '7 14 4 2 ‘•,,,,,,.4 TRANS I D: 40773 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 V��I �y fabrication,handling,shipment and installation of components. nesessary. '% R V 7.Design assumes adequateothiface is provided. {4 `� 6.This design is furnished subject to the mutations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111 TPI WTCA in SCSI,copies of which will be furnished upon request. it coincidewith joint centerche. 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-19e8(Welk) EXPIRES:12/31/2015