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Plans (118) 1 �C'15 Q � 1Cr' mom MTek Nit MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL13-290_UP_H Fax 916/676-1909 2610 BC The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R42684373 thru R42684384 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ��R B PROF-6, \AGIN /0 87 2PE 9c N N yc'‘''aj OREGON rt, t, �4BER e'Q ©S A. HER�A 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 Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:38 2014 Page 1 ID:_egh?ekl pl OgFEQgnUa'I oSyJt2rn-xz3lNiD3wNn_Oyvl5i5aF?3Xj?yGp7nF6fznNMykJbR 1 2-6-0 8-5-411 1-2-0 1 1 0-11-8 1 7-2-0 11 2-1-0 Scale=1:28.5 3x5= 3x4= 3x4= 3x5= 3x4= 1 2 3 4 5 6 7 8 9 10 Ii 4i. a o 0 t f-i,„.„,...„,..,..„.„,...,„„,....: 0 0 N � 9 1S`Jx'' 17 16 15 14 13 12 3x4= 3x8 = 3x4= 3x8= 3x4 = 8-10-12 14-5-12 8-2-4 8-3x12 9-512 1 13-3-12 10.1 16-9-12 8-2-4 0. 0.7-0 3-10-0 �0-7-0�0-7-0 2-4-0 0-7-0 Plate Offsets(X,Y): [6:0-1-8,Edqe],[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) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.73 Vert(LL) -0.28 13-14 >719 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.92 Vert(TL) -0.44 13-14 >460 360 BCLL 0.0 Rep Stress'nor YES WB 0.67 Horz(TL) 0.05 11 n/a n/a • BCDL 5.0 Code IBC2012/T13I2007 (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 ?cO PR Opp, cps NGI NF,9 � , 9 'z' 870 2PE pLi) ;N, �Aj, OREGO /c wti' Or)€47&ER \'' �4 '' A. HERP EXPIRES:06/30/2015 August 25,2014 ®HARING-Vzritydesign parameters and READ NO1E50N MIS AND INCLUDED NIIEX REFERENCE PAGE t4II-3473 reit J/29/2014 BEFORE USE �� Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. �` Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the p�t/� erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Mil( fabrication,quality control,storage,delivery,erection and bracing,consult ANSIRPIl quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Savthem Pine lumber is specified,the design vatsres ntnose effective 06/G1/3013 byA&SC Job Truss Truss Type Qty Ply 2610 BC PL13-290_UP_ F02 Floor 11 1 842684374 H 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?eklp1OgFEQgnUaloSyJt2m-P9d7b2Ehhhvrd5UUeQcpoDbmgPMtYcgoLJiKwoykJbQ 1 1-0-0 1 10-8-411 1-2-0 11 t-&8 11 1-9-0 I1 1-2-0 II 1-4-4 11 1-6-0 t-6-0 I Scale=1:32.7 4x4= 3x4= 3x4= 3x4= 3x4= 3x4 = 3x4= 3x5=- 1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 / \ o I �0 444144114444144. � O o/ N e to 12 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 8-10-121 F 13-3-12 1f-10-12 I 19-2-8 8-3-12 8-7-0 0-7-0 410-0 0-7-0 0-7-0 4-8-12 Plate Offsets(X,Y): [10:0-1-8,Edge],[12:0-1-8,Edge],[13:0-1-8,Edge],[23:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 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 lncr 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.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 27=839/0-4-4 (min.0-1-8),17=839/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1522/0,3-4=-1522/0,4-5=-2658/0,5-6=2658/0,6-7=-3409/0,7-8=-3409/0, 8-9=-3795/0,9-10=3795/0,10-11=3782/0,11-12=-3782/0,12-13=-3057/0, 13-14=2065/0,14-15=2065/0 BOT CHORD 26-27=0/810,25-26=0/2135,24-25=0/3077,23-24=0/3646,22-23=0/3795,21-22=0/3795, 20-21=0/3057,19-20=0/3057,18-19=0/3057,17-18=0/1161 WEBS 9-23=-273/0,12-20=-282/0,13-19=0/322,2-27=1135/0,2-26=0/997,4-26=-858/0, 4-25=0/732,6-25=-587/0,6-24=0/465,8-24=391/0,8-23=0/493,12-21=0/929, 11-21=270/0,10-21=-107/281,15-17=1396/0,15-18=0/1086,13-18=-1239/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. � � PR l3FFs LOAD CASE(S) Standard SCD �NGIN�-9 .. 0. 4 cc- 87022PE . 1- for tv - -oj, OREGsN q9 t:i O'ps'�BER N\-. A. HO; EXPIRES:06/30/2015 August 25,2014 1 mom-Vetifydesign yaramema and READ NOW ON 71.115 AND INCLUDED POEN REFERENCE PAGE NII-1473 rB 1/29,12014 BEFORE USE ...ii ii valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component.' Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek' fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSR-B9 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. tt Southern Tine(53!(lumber is specified,the design values are these effective 06/01/2013 bvALSC Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 2610 BC R42684375 PL13-290_UP_H F03 Floor 5 1 Job Reference(optional) Pacific Lumber&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?ek1 p1 OgFEQgnUa1 oSyJt2m-P9d7b2EhhhvrdSUUeQcpoDbr8PV_YjiOLJiKwoykJbQ I 7-3-15I I 1-2-0 I 0-5-1 1 2-fi-0 I Scale=1:11.4 3x4=- 1 1 1.553 II 2 3 1.5x3 II 4 3x4= 51.5x3 h O N A 1.5x3 II 3x4= 9 8 7 6 3x4= 3x4= 1-6-15 2-1-15 2-8-15 2/10-7 5-11-0 1-6-15 0-7-0 0-7-0 -1 3-0-9 Plate Offsets(X,Y): 12:0-1-8,Edgel,[7:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.02 6-7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.03 6-7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/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 (lb/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 lostO PR Opp c..', GINE >0 �, 2 tt- 8701 2PE �9r~ • 0 CV p �'j, OREGON tia �// 0 FM'8ER "44 \— Os A. HEn EXPIRES:06/30/2015 August 25,2014 I ®WARNING-Verify design parameters and READ MIES ON THIS AND IM2UDED MEEK REFERENCE PAGE Mil-MTh f6k 1/29/2014 BEFORE USE . NI Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of theerector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek' fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 1f Southern Pine(Set tumber is specified,the design values. those effective tt6f01j2013 byALSC Job Truss Truss Type Qty Ply 2610 BC R42684376 PL13-290_UP_H F04 FLOOR 5 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:40 2014 Page 1 ID:_egh?eklplOgFEQgnUaloSyJt2m-uLBVoOFJS_1iFF3hC782KQ8?NpsoHBhYazSuSEykJbP 2-2-4 1 3x4= 2 1.5x3 H Scale=1:8.8 q o N ry r , � { 4 3 1.5x3 I I 3x4= 2-5-4 2-5-4 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) l/defl Ud 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 Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC20121 TP12007 (Matrix) Weight:12 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-5-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=102/Mechanical,3=102/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Refer to girder(s)for truss to truss connections. 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard RcO PRapkss `z 87022PE cn y raj, OREGON If'AO eER QS A. He � P EXPIRES:06/30/2015 August 25,2014 ®WARNING-Verity design Parameters and READMISESON THIS AND 1?CiiDEDMtIENREFEREP PAGE NII-1413 ret 1/29/2024MORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/T911 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SRj turnbea is specified,the design values ore those effective /01/2013 by AUL g Job Truss Truss Type Qty Ply 2610 BC PL13-290_UP_H F05 Floor 2 1 R42684377 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:41 2014 Page 1 ID:_egh?eklp1OgFEQgnUaloSyJt2m-MXItOkGxCIAZtPetmgfHteg5?C2VOTBhocBR_hykJbo I 4-0-0 I 10-8-4 II 1-2-0 II 1-5-8 II 2-0-0 II t-2-0 II 2-3-8 I 2-6-0 I Scale=1:33.2 454= 3x4 = 354= 3x4= 3x4= 354= 3x8= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 4/1" \ 41.7\ ' o . ni O O ® ki 24 23 22 21 20 19 18 17 /1 3x4= 4x5= 3x5= 3x5 = 3x4= 3x6= 3x5= 3x4= 9-5-12 14-5-12 I 8-3-12 8x10-121 1 13-3-12 1?-10-1? 1 19-6-4 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,Edge],[12:0-1-8,Edge],[17:0-1-8,Edge],[21:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft 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 Incr 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 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 25=853/0-4-4 (min.0-1-8),16=853/0-2-8 (min.0-1-8) FORCES (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/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. � 0 PR Ok:c- LOAD CASE(S) Standard ��5 �� {NEAR s" 2 f. tLr 17 4t- 87022PE <" ul 04 y "$, OREG N r] 4ti, 9O ��'''QER \, �p On A. HE EXPIRES:06/30/2015 August 25,2014 A Af WARNING-Vetifydesignparamemrs and READ MOTES ON 7IIISANS INCLUDED MITE EFEREM ON MIS AAT INCLUDED MITER RESERVES PADSHII-747_re61/Z4/2014BEFORE USE —_ Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �' Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 111 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Surely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Plea ISP)lumber is specified,the designvalues are these effective 06/01/2013 by ALS( 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 1 1-O-0 I 10-8-4 1 1 1-2-0 I I 1-8-8 1 1 1-9-0 1 I 1-2-0 1 1 1-5-8 1 1 1-6-0 I 1-6-0 1 Scale=1:32.9 4x4 = 3x4= 3x4= 3x4= 3x4 = 3x4 = 3x4= 3x5= 1 2 3H '* ; 6 9 10 11 12 13 14 15 16 ® o • a 26 22 21 20 19 18 17 3x4= 4x5= 3x5= 3x5= 3x4= 3x6= 3x8= 3x4= 9-5-12 14-5-12 I 8-3-12 ¶10-121 13-3-12 1B-10-12 19-3-12 8-3-12 0-7-0 0-7-0 3-10-0 0-7-0 0-7-0 4-10-0 Plate Offsets(X,Y): [10:0-1-8,Edge],[12:0-1-8,Edge],[13:0-1-8,Edge],123:0-1-8,Edqe] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft 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 Incl. YES WB 0.56 Horz(TL) 0.06 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:93 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 27=844/04-4 (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. ���0) P R Of LOAD CASE(S) Standard CNN-c., =G /19 a • 14r ' '' 8 1 2PE (ter-- Av y �% 'oREGo A" On $ER \ P� SA. H - " EXPIRES:06/30/2015 August 25,2014 8 ®64'i1hNiNG-Ventgdcaign mama ters and READ0 MESON 7NfSAND ih17-#/DEQ TITTER REFERENCE PAGE A4F1-3473 rev.1/29/2014 BFFORFU,4E Design valid for use only with MITek connectors.This design is based only upon parameters shown,and is loran individual building component. �a Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown -� is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the ; . erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Cdleria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If South Pine fSF.1lumber is specified,the desigo values ace those effective 09,41/2013 byA SC Job Truss Truss Type Qty Ply 2610 BC R42684379 PL13-290_UP_H F07 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:42 2014 Page 1 ID:_egh?ek1 p1 OgFEQgnUa1 oSyJt2m-gkJGD3GazcIQUZD3KYAWQrDLNcV013Dr1 Gx_W7ykJbN 0912 I I 2-6-0 Scale=1:11.9 1 3x4= 21.5x3 I I 3 3x4= q 1.5x3 II o � N • \ o/ e 3x6= 7 6 1.5x3 3x4 = I 6-2-4 I 6-2-4 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 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/TP12007 (Matrix) Weight:29 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 7=267/Mechanical,5=267/0-4-4 (min.0-1-8) FORCES (Ib)-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/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 � PRo �c\� �NGINEFR 87022P, g i - j` RGONryfl4�� %'BER 1\ ©S A. HE EXPIRES:06/30/2015 August 25,2014 ®WARNINGydesign parameters and READ NOME ON THIS AND 16Y2f1DED MI1EK REFEREMI PAGE#II-1413 rev.1/29/2014 BEFORE USE a Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �p 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 k( �� �■_. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and 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 ISP}tumt er it specified,the design vetoes we tease efectixe 4f6/O1 2£t13 byALSC Job Truss Truss Type 'Qty Ply 2610 BC R42684380 PL13-290_UP_H Ff8 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:43 2014 Page 1 �l7. ID:_egh?ekl p1 OgFEQgnUa1oSyJt2m-IwseRPHCkvQH6joGtFhly3mSvOnLUQu_GwgY3ZykJbM 11-0-0 I-I Z 8_1 1-2-0 I I 1-8-8 11 1-9-0 I I 1-2-0 1 1 1-5-8 1 1 1-6-0 I 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 W 11 12 13 14 15 16 N ... O O O 26 25 24 23 22 21 20 19 18 17 3x4= 4x5= 3x5= 3x5= 3x4= 3x6= 3x8= 3x4= 14-5-0 I 8-3-0 p-10-019-5-0 1 13-3-0 13-10-0 1 19-3-0 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): [10:0-1-8,Edge],[12:0-1-8,Edge],[13:0-1-8,Edge],[23:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.21 20-21 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.42 Vert(TL) -0.33 20-21 >705 360 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:93 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(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, Except: 6-0-0 oc bracing:26-27,25-26,17-18. REACTIONS (lb/size) 27=841/0-3-8 (min.0-1-8),17=841/Mechanical,17=841/Mechanical Max Horz 27=2601(LC 1),17=2601(LC 1),17=-2601(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1525/0,3-4=-1525/0,4-5=-2663/0,5-6=2663/0,6-7=-3417/0,7-8=-3417/0, 8-9=-3816/0,9-10=-3816/0,10-11=-3806/0,11-12=3806/0,12-13=-3114/0, 13-14=-2070/0,14-15=-2070/0 BOT CHORD 26-27=-1776/0,25-26=-647/0,24-25=0/601,23-24=0/1097,22-23=0/1216,21-22=0/1216, 20-21=0/684,19-20=0/684,18-19=0/684,17-18=-1471/0 WEBS 9-23=-284/0,12-20=-274/0,13-19=0/311,2-27=-1155/0,2-26=0/980,4-26=-884/0, 4-25=0/711,6-25=-612/0,6-24=0/4.44,8-24=-418/0,8-23=0/500,12-21=0/900, 11-21=-264/0,10-21=-106/282,15-17=-1412/0,15-18=0/1076,13-18=-1269/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Non Standard bearing condition. Review required. 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ri0 PRQc . 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. �CJ N(_3(NE,. ��� LOAD CASE(S) Standard V8 S 2PEI SS i u) V,!...‘iy �'0), OREGO (9 tr✓� 'A0 SER t'' \� ©9 A. HE¢\P EXPI RES:06/30/2015 August 25,2014 f a WARNING-Verify design parameters and READ NOTES ON THIS AMD INCLUDED MITER REFERENCE PAGE MII-1473 tes 1/29/2078 BEFORE USE . -_ Design valid for use only with Mick connectors.This design a based only upon parameters shown,and is for an individual building component. � Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown M11!' is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the ■��(���+]relc- 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/TPn Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP)lumber is specified,this design vatues are those effective G&)02/2023 byAtS( 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 MiTek Industries,Inc.Mon Aug 25 09:49:44 2014 Page 1 ID:_egh?ek1 p1 OgFEQgnUa1 oSyJt2m-m6Q0ellgVDY8ktNSRzC_VGIhsQBuDzo8VaQ5b?ykJbL 1 0-8-0 I I 2-6-0 Scale=1:11.6 1 3x4= 21.5x3 I I 3 3x4= q 1.5x3 I I 0 N r \ ..---- • 3x6= 7 6 P. 1.5x3 II 3x4= 1 6-0-12 6-0-12 LOADING(psf) SPACING 1-7-3 CSI DEFL in (roc) I/deft IJd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.00 5-6 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.14 Vert(TL) -0.06 5-6 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:29 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/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 "�R0p PRope. <- N `96' 5 NAG) is _414 17 87022PE YN ev -0j, OREG•N �? �� �O M13ER 1' O ©S a. HE.O.' EXPIRES:06/30/2015 August 25,2014 $ WARNING-YerifydesignyarameersandREAD muONTHIS AND INCLUDED MITER REFEREKEPAGE MII-1413 rag 1/29/2014SEFORE USE _ � Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component.` Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the f Vl*lPle.: erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding j fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1711 Quality Criteria,DSB-89 and BCS/Bullding 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 1#SOuthenss Pine(SF)Somber is specified,the design values are those effec€tre 08/01/2013 byA1.SC Job Truss Truss Type Qty Ply 2610 BC R42684382 PL13-290_UP_H F10 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co.. Lake Oswego,Oregon 7.430 s Jul 25 2013 MTek Industries,Inc.Mon Aug 25 09:49:45 2014 Page 1 ID:_egh?ek1 p1 OgFEQgnUa1 oSyJt2m-EJ_Or5JSGXg?MOye?gjD1 Urj_gO?yGbHjE9f7SykJbK 1-0-0 1 0-11.4 1 1 1-2-0 II 1-9-0 ii 1-8-8 I I 1-2-0 I9,&_1.2i f 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 e N 0-"'/: ® EC 2� 26 25 24 23 22 21 20 19 18 3x4 = 4x5= 4x8= 3x5= 3x5= 3x5= 3x8 = 3x4 =- I I 2-2-4 12- 13-4-41 7-2-4 17-94(844 1 19-8-0 2-2-4 0-7-0 0-7-0 3-10-0 0-7-0 0-7-0 11-3-12 Plate Offsets(X,Y): [4:0-1-8,Edge],[6:0-1-8,Edge],[7:0-1-8,Edge],[26:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.73 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 lncr 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 puriins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=859/0-4-4 (min.0-1-8),27=859/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1933/0,3-4=-1933/0,4-5=-3238/0,5-6=-3238/0,6-7=-3797/0,7-8=-4014/0, 8-9=-4014/0,9-10=-3872/0,10-11=-387210,11-12=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. �ti�V P R OA-, LOAD CASE(S) Standard �Z3 •.,,tAGI E�R �a 870 2PE f 1-- u) CNI 7 •<>, OREGON tic=) Irrti SER ©S A. ax- H - EXPIRES:06/30/2015 August 25,2014 a e ®DARNING-Verity design Faramaers god PM NOTES ON THIS AND INCLUDED KITE!(REFEREI4CE PAGE KII-1413 lex 1/25/2014 BEFORE USE . �� Design valid for use only with MTek connectors.This design h 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 �t erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding tyBITe C' fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/T7l1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Piste(SF)lumber to specified,the design willies ere those effective 06/01/2013 byA.SO 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?ekl pl OgFEQgnUa l oSyJt2m-IVVm3RJ41 goszAXrZOESahOuuDhNhlhQyuvCfuykJbJ 1 2-6-0 I 9-5-41 1 1-2-0 1 1 0-t1-8 I 1 1-2-0 1 1 1-11-4 1 Scale=1:28.3 3x5= 3x4= 3x4= 3x5 = 3x4 = 1 2 3 4 5 6 7 8 9 10 o \ #0100N 9 e 1 17 16 15 14 13 12 ri 3x4= 3x8= 3x4= 358= 3x4= 8-10-12 14-5-12 I 8-2-4 80---12 e-5-12 1 13-3-12 1�1-10-121 1 16-8-0 8-2-4 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) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.72 Vert(LL) -0.27 13-14 >734 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.91 Vert(TL) -0.42 13-14 >469 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:76 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.i&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=727/04-4 (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/Mil. 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 - 4k“0 PR Q w 17 87022P� 1-- cv 7 "5, OR GON rt?©Itr� On M8ER 1 S A. ile , EXPIRES:06/30/2015 August 25,2014 f ®WARNING-Verifydesign parameters and READ MIES ON THIS AND INCLUDED MI1EX REFEREha PAGE Mt1-1413 MMB 1/29/2014 BEFOREUSE =M " Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the �[Te erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIl 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 if Southern Pine ISP!dumber is specified,the design values are those affective 09/01¢2013 byALSC Job Truss Truss Type Qty Ply 2610 BC R42684384 PL13-290_UP_H F12 Floor 3 1 . Job Reference(optional) Pacific Lumber 8 Truss Co. Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:46 2014 Page 1 ID:_egh?eklp1OgFEQgnUaloSyJt2m-iVYm3RJ41goszAXrZOESahOobDsXhsyQyuvcfuykJbJ 2-8-0 1-9-11 I I 1-2-0 110.5-5 Scale=1:16.8 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 II 3x4 = 1.5x3 H 1 2 3 4 5 6 0 N a " - 101r 9 8 3x4 = 7 3x4 = 3x4= 3x4= 4-5-3 4-5-11 5-1-11 1 5-8-11 5110'3 8-11-0 4-5-3 0-1 0-7-0 0-7-0 0-1-8 3-0-13 Plate Offsets(X,Y): [8:0-1-8,Edge],[9:0-1-8,Edge] LOADING(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/TPI2007 (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 ��,0 PROFesc. S 2 cc 87022PE �1- p �c N -5, OREG N ��01tr �0 ,6`4,/ -..../ 1' ©S A. HE EXPIRES:06/30/2015 August 25,2014 t t ®WARNING-Verify design parameters aad R&AD NOME ON THIS AM INCLUDED MITER REFE.RE7/CE PAGE MII-1413 rex_1/19/20/4 DEFOR£USE �� Design valid for use only with MiTek 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 responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,ssst o 115ounearn Pine(SF)lumber is.specifies the design values ore those effective 55/01/2013 byALSC Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4' Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I ( (Drawings not to scale) Damage or Personal Injury r�i.Eir Dimensions are in ft-in-sixteenths. Ilk Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. Q-T/t6' 2. ubmbdeby aFor wideTrss truss spacing, racingust individualesigned lateral bracesnengineer.themselves 4 may require bracing,or alternative Tor I _ O p bracing should be considered. r � U L1Iiiiiiiirl 3. Never exceed the design loading shown and never O (J stack materials on inadequately braced trusses. 0 4. Provide copies of this truss design to The building For 4 x 2 orientation,locate c�$ c6 C5-6 designer,erection supervisor,property owner and plates 0-144' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from * CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR 1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER 3907,ESR 2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION Southern Ptne lumber designations are as follows: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that f//� Indicated by symbol shown and/or SYP represents values as published specified. by text in the bracing section of the output. Use T or I bracing by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at with effective date of June 1,2013 spacing indicated on design. if indicated. 14:Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. I Indicates location where bearings (supports)occur. Icons vary but 2012 Mitek®All Rights© Reserved 16.Do not cut or alter truss member or plate without prior ■M■ reaction section indicates joint approval of an engineer. - number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. NM NM 18.Use ofreen or treated lumber may le environmental,health or performanceope risks.Consult se lttwiitth Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal Mil 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. m % , BCSI: Building Component Safety Information, f 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, k ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. Mitek Engineering Reference Sheet:MII-7473 rev.01/29/2013 CD a -o CO P h) N pP D A �� f00°m m aW Wy -< H n` Zm0 m o CD = Z v ? Z O 2 o O S 0 0 Z J m 61'-31/2" 2. .mqy o ? 5'-31/2' 1 39'-0" I 16'-6 on a 5'31/2' CU 4 a - - e E1 zi _ 4 rn rn mly .....__\,.._ ,1„ 9 ti n y m m °z °z °z °n EZ' m D nl a y • < G / Is 3 gl\1111. ,--`' El C IW v 91 a y�rt�mpm°m v a p zSzcOOz�z�sm v il9 m myz�zrg�cv� QQ a AgO�rtiii�m�m 'TI E3 i J__, cir i J4-q166z... x-inm �yr2 f OQ OpprAcp~gym J3 25 02 1p f_• opOFnO7<v _ d a. ioWcAm 11 1 = YA° ti N J1 n Q I \ n1 E5N . n . .y r-2.0 { N T-3 112' 1 371-6" 16'8" • C61'-31/2'51 I- Bill N I" 10'-0" ..r I I ® CONFORMS TO DESIGN CONCEPT 0 CONFORMS TO DESIGN CONCEPT 10478E7BACKri CONFORMS TO ❑ CONFORMS TO DESIGN CONCEPT WITH ° VERIFY REVISIONS NOTED CONCEPT WITH REVISIONS AS SHOWN IC m ❑ NON-CONFORMING-REVISE&RESUBMIT El NON-CONFORMING-REVISE AND RESUBMIT p THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE C'1 3. o WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE 0j FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE DRAWINGS.SPECIFICATIONS,AND APPLICABLE CODES,ALL OF WHICH HAVE FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE v Oa 3 PRIORITY OVER THIS SHOP DRAWING. DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY " By Alexia Fukui Date 9/22/14 OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. MILBRANDT ARCHITECTS By: Todd R. Eaton Date: September 19, 2014 CT ENGINEERING INC MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall (BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown.Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311,ESR-1988(MiTek). N..IO 1 G PROP v.�t tr:�a�.. c. 'd „ , ' tea, lik 4 0 �2' X04, ,, i , /0/1/.:„ -. ,,, �� "EXPIRES 6130/16 1E1411 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 0.0" ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.] TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDOF H1&BTR SPACED 24.0" O.C. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON, LOADING BC LATERAL SUPPORT <= 12°0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main d windforce-resistingladding DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=21.3ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat,2, Exp,B, MWFRS(Dir), load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 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. 8-06 8-06 T T I IM-4x4 l 12 6.00 1 12 Q 6.00 cr, o� 4 cm o, -7,o i iiiiiiiiiiiiiiiiiiiiiii/iiiiiiiiiiiiiiiiiimiiiiiii iiiiiii���mirrr�irrriiirrriirrriirrriirrTiirrriiiiirrziimiirriiirniii ii 0 0 1 M-3x4 M-3x4 y 1 06 y 17-00y y 1-06 JOB NAME : 2610-B NH POLYGON - Alr. ` 0) pyo 60 Scale: 0.4458 /(�7yN �/C+j cS,Q� WARNINGS: GENERAL NOTES,unless otherwise noted: ��t/ /�^r7 f�7C 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 °9G 0 r"E {'' Truss: 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. ,,' // DES. BY' LJ Additional temporary bracing to insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at 3. is the responsibility of the erector.Additional permanent bracing of 2'c.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing OAP".ntinuous sheathing such as plywood drywall( ing(TC)and/or drywall C. .�"`!�/':r DATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requiredmeed where shown++ ) (2 6054134 C q 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. Ti OREGON iG/ SEQ. : 60541 34 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. /� 1 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 �p fabrication,handling,shipment and Installation of components. necessary. `- 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage Is provided. "'� C3 ti �„ Il 1 VIII VIII VIII VIII VIII IIII IIII IIII 8 Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. its MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E es. 10.For basiccate size of connectorlate des glate in n values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 I IIIIIII10III 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 #18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-7=(-238) 903 3-7=(-268) 212 BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2-3=(•1088) 302 7-6=(-227) 907 7-4=( -75) 456 LOADING 3-4=( -816) 200 7-5=(-275) 211 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4-5=( -816) 214 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5-6=(-1092) 309 OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -153/ 899V -76/ 87H 5.50" 1.44 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 17'• 0.0" -85/ 713V OI OH 5.50" 1.14 KDDF ( 625) BOTTOM CHORD CHECKED FOR tOPSF 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 = -0.024" @ 8'• 6.0" Allowed = 0.804' MAX BC PANEL TL DEFL = -0.055" @ 13'• 1.8" Allowed = 0.499" MAX HORIZ. LL DEFL = 0.012" @ 16'- 6.5' 8-06 8-06 MAX HORIZ, TL DEFL = 0.018" @ 16'- 6.5" 4-05-06 T 1' NOTE:Design assumes moisture content does 4-00-10 4-00-10 4-05-06 not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 L HM-4x4 '--I6.00 4.0" Wind: 140 mphh=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, .00,0,00000000,000000000It 7: Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 • w"o M 0 0o 0 1 M3x4 7 �6o M-3x8 M-3x4 0 y ), 8-06 8-06 y y 1-06 y 17-00 y JOB NAME : 2610-6 NH POLYGON - A2 Scale: 0.3533 ,,,,c . PROF 0�� ,0'© WARNINGS: GENERAL NOTES,unless otherwise noted: �, i {1r�7 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual °g'2 0 1Ir E {- T r u s s: A2 and Warnings before construction commences. building component,Applicability of design parameters and proper r* 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. // DES. BY" LJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their len th by 41� DATE: 9/9/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall?BC). P tY 9 3.2x Impact bridging or lateral bracing required where shown++ C 3 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. -q OREGON (,�. SEQ. : 60541 35 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, �, �`' �rlc ,� TRANS I D: 407736 design loads be applied to any component. and are for"dry condition'of use. /.� Y 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if c,s '14° fabrication,handling,shipment and Installation of components. necessary. �y,�.. 6.This design is fumished subject to the limitations set forth by7.Design assumes adequate drainage Is Provided. /1 R S y V 1111111 VIII VIII VIII III II IIII Ill r 8 Plates shall be with jointn on both Ines.of truss,and placed so their center +l 1 l 1 7PINVTCA In BCSI,copies of which will be furnished upon request. lines coincide with center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E9.Digits indicate size of plate in inches. 10.For bascconnecto plate design values see ESR-131 1,ESR-1988(MiTek) EXPIRES:12/31/2015 1 I 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 #18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 7=(-472) 1687 7- 3=( -67) 453 BC: 2x4 ROOF #1&BTR SPACED 24.0" WEBS: 2x4 KDDF STAND D.C. 2- 3=(-1937) 527 7- 8=(-442) 1531 3- 8=(-811) 377 LOADING 3- 4.) -910) 204 8- 9=(-469) 1543 8- 4=( -32) 423 TC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL) 7.0) ON TOP CHORD = 32.0 PSF 4- 5=) -910) 223 9- 6=)-502) 1699 8- 5=)-823) 405 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-1948) 573 5- 9=( -74) 456 OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -153/ 713V •761 BOH 5.50' 1.44 KDDF ( 625) Connector plate prefix designators: 17'• 0.0" -85/ 713V 0/ OH 5.50' 1.14 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Desipn checked for net(-5 psf) uplift at 24 "ox sDacinl.I BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0' Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'• 6.0' Allowed = 0.200" MAX LL DEFL = -0.050' @ 14'- 3.8" Allowed = 0.804" MAX TL CREEP DEFL = -0.096" @ 8'- 6.0" Allowed = 1.072" 8-06 8-06 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° 12 12 NOTE:Design assumes moisture content does 6.001/ M-4x4 X16.00 not exceed 19% at time of manufacture. 4.0" Design conforms to main windforce-resisting 4 system and components and cladding criteria. Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x4 M,-3x4 es M-3x4 0.2M-3x4 � �_ os oJ� �m 7 M- xM-5X6 56 8 s _ cs 0 1 M-3x8 1111e4_411o s 0 2.75 $ 2X WEDGE 2.75 12 W/(2) M-3X4 TYP. 12 y 1, ), y 1, 2-05-08 5-10-12 6-02-04 2-05-08 ..1, ,/, y y y 1-06 2-05-08 12-01 2-05-08 J, ), 1-06 17-00 y JOB NAME : 2610-B NH POLYGON - A3 Scale: 0.3242 ,�< �R [yN�°�r s0/0 WARNINGS: GENERAL NOTES,unless otherwise noted: �<xr i 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 t 926 OPE Truss: A3 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. ^^7 // DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by � F continuous sheathing such as plywood sheathing(TC)and/or drywall BC. „..";4111/P DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ( ) �/ C 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. OREr ( ( ,4/ SEQ. : 60541 36 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,„ otic �.. TRANS I D: 407736 design loads be applied to any component and are for"dry condition"of use. ri 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown,Shim or wedge if Q 14, 4 P4 fabrication,handling,shipment and Installation of components. necessary, p,.r' sy 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided. MA 1{ \ V IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPI/WTCA in BCSI,copies of which will be fumished upon request. 8 nes coincide with ates shall be located center linesg of truss,and placed so their center rl )•• MiTek USA,Inc./CompuTrus Software 7.6.6 1 L-E 9.Digits indicate size of plate in inches. ( ) 10.For basic connector plate design values see ESR-1 31 1,ESR-1 9 88(MiTek) EXPIRED=12/31/2015- / J IIIIIIIIIIIII 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 q1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2513) 511 1-5=(-481) 2160 5-2=( -278) 1514 4-7=(•1751) 377 BC: 2x6 KDDF #1&BTR 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 BRG 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 24'0C UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP IQDND, 2: Design checked for net(•5 Dsf) 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. Connector plate prefix designators: MAX HORIZ. LL DEFL = 0.008" @ 9'- 10.3' C,CN,CI8,CN18 (or no prefix) CompuTrus, Inc MAX HORIZ. TL DEFL = 0.014' @ 9'- 10.3" M,M20HS,M18HS,M16 MiTek MT series 8-10-03 1-01-13 NOTE:Design assumes moisture content does f .( f not exceed 19% at time of manufacture. 4-08-12 4-01-07 1-01-13 Design conforms to main windforce-resisting '1' '- T ,( system and components and cladding criteria. 12 M 4x6 Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 D (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-7x8 load duration factor=1.6, 4 Truss designed for wind loads *MIME in the plane of the truss only. US M-3x8 c �' D U, 0 ...iiiiiiil v M-5x10 co �.� m 211111® m oo 1"="4" 5 6 r•_�7 - M-3x8 M-8x10 M-1.5x3 4-07 3-10-04 1-06-12 ), y 10-00 WEDGE REQUIRED AT HEEL(S). JOB NAME : 2610-6 NH POLYGON - B1 '<,'-c �� PROF,�tS' Scale: 0.3877 C?' 0-i7f/ �Jo WARNINGS: GENERAL NOTES,unless otherwise noted: C7�` It-'Sy 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual -°92 f-E. C� Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper /� 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. J,/ // 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 len th by ,w'�� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -. ' + 2x Impact bridging or lateral bracing required where shown++ DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3. fIrt - p /� 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 17 C?REGON `+./ SEQQ 2. /� design loads be applied to any component. and are for"dry Condition"of use. ../6 "7 I+ ,�4 Y rQ\ TRANS I D: 407736 .,#.,,.5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �., fabrication,handling,shipment and Installation of components. necessary. `Fiig - R I t. 7.Design assumes adequate drainage is provided, rT 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 lines IIIIII 11111H IIII I In VIII Hi IIII TPI/WTCA in BCM Te SA,IncJCompuTrus Software 7.6 6(1 L)E I,copies of which will be fumished upon request 10 FDits or balsic conneizectoropf late design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIII IIIIII 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 H1&BTR LOAD DURATION INCREASE = 1,15 (Non-Rep) 1- 2=( 0) 76 2-10=( -604) 3816 10- 3=( 0) 158 BC: 2x6 KDDF CUM2- 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 IC 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 NOTE: 2x4 BRACING AT 24"OC UON. FOR 8- 9=) 0) 76 7-13=( -188) 1076 ADDL: TC CONC LL+DL= 960.0 LBS @ 16'- 0.0" ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 1898.0 LBS @ 17'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. ( SPECIES) OVERHANGS: 18.0" 18.0° REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0' -472/ 2465V -106/ 1068 5.50' 3.94 KDDF ( 625) Connector plate prefix designators: BOTTOM CHORD26'- 0.0" -893/ 4263V 0/ OH 5.50' 6.82 KDDF ( 625) Connector p1a (or no CHECKED FOR 10PSF LIVE LOAD. TOP prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M,M20HS,M18HS,M16 = MiTek MT series ICON. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.) ( 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' A , 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.074" @ 16'- 0.0' Allowed = 1.254" /M/ 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX TL CREEP DEFL = -0.231" @ 16'- 0.0" Allowed = 1.672" 9° oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL = 0.003" @ 27'- 6,0' Allowed = 0.150' MAX TL CREEP DEFL = -0.003" @ 27'- 6.0' Allowed = 0.200" MAX HORIZ. LL DEFL = -0.021" @ 25'- 6.5" 9-11-11 6-00-10 MAX HORIZ. TL DEFL = 0.051" @ 25' 6.5" 9-11-11 1' .( NOTE:Design assumes moisture content does 5-03-08 4-08-03 3-00-05 3-00-05 4-08-03 5-03-08 not exceed 19% at time of manufacture. f -r12 4 960# T Design conforms to main windforce-resisting 6.00 D M-4x6 M-5x6 12 system and components and cladding criteria. M-3x4 D 6.00 ItWind: 140 mph, h=21.7ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, 5 e (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 M O ��1111111111111111111 ,6111111111116. billikO o _ge �i 1 10 11 12 13 0 M-3x5 M-1.5x3 M-3x8 M-5x6(S) M-6x8 M-1.5x3 M-3x8CD y 1, ), , 1898# y 5-01-12 4-05 6-10-08 4-05 5-01-12 y y y 12-00 14-00 y 1- y 1-06 26-00 y y 1-06 0_0 PR JOB NAME : 2610-6 NH POLYGON - Cl Scale: 0.2543 ,5�� /7 f^ypFf�j69 WARNINGS: GENERAL NOTES,unless otherwise noted: 4J !/ f 12' 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 ‘ - °02 f e PE. f' Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,� continuous sheathing such as plywood Ing(TC)and/or drywall BC. 'WPM - DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Cr) 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7 OREGON Cti SEQ. : 60541 38 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L 9 A, design loads be applied to any component and are for"dry condition"of use. / TRANS I D: 407736 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If �, � fabrication,handling,shipment and installation of components. necessary. 11/ 'R Fit t - 8.This design is furnished subject to the limitations set forth byT.Designlaesassumes adequate onne both drainage istrus,provided. '�'/ rl 1. I IIIIII VIII VIII VIII VIII III VIII IIII IIII 8 Plates shall be located both faces of truss,and placed so their center TPVWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. ts MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E late in inches. 10.orribasic ector plsize ofate design values see ESR-131 1,ESR-1988(MITek) EXPIRES:12/31/2015 •f 1111IIV III 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=1 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 TC 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 24'0C UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -195/ 1263V -126/ 126H 5.50" 2.02 KDDF ( 625) OVERHANGS: 18.0" 18.0' 26'- 0.0" -195/ 1263V 0/ OH 5.50" 2.02 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 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 '1' NOTE:Design assumes moisture content does 6-03-04 5-08-07 2-00-10 5-08-07 6-03-04 not exceed 19% at time of manufacture. T T T T '( <Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.001 M-4x6 M-6x6 a 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 41. M 1110111113, 07O 9 10 11 12 M 3x4 M 1.5x3 0.25" M-3x4 M-1.5x3 M-3x4 O M-5x8(S) y y /- y y y 6-01-08 5-05-04 3-00-04 5-03-08 6-01-08 y , y ), 1-06 26-00 1-06 �4, (} PROpes JOB NAME : 2610-B NH POLYGON - C2 5� rry • Scale: 0.2553 r? 7/ Q� WARNINGS: - GENERAL NOTES,unless otherwise noted: �-1 7` 'T� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual4. 9211•PE Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper . 2.204 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. // 44001P 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'oz.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathln TC and/or d B DATE: 9/9/2014 responsibilitybuilding designer. p cN s( s rywa8( c). the overall structure is the res onsibili of the 3.2x Impact bridging or lateral bracing required where shown++ '{Ir•- 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. " ' ,y_OREGON it/ 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, '�j +�Q design loads be applied to any component and are for"dry condition"of use. /6'4), 1 4, 2.° -sr TRANS I D: 407736 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if p� �yP. fabrication,handling,shipment and installation of components. necessary. '17,.'t'�n r 0;3 V 7.Designassumes adequate ne drainage is provided. �rll 11- 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 ' 111111111111111111110.TPI/WTCA In BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./COmpuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES.12/31/2015 I IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 01&BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 76 2- 8=(-249) 1528 3- 8=(-383) 260 BC: 2x4 KDDF 018,BTR SPACED 24.0" WEBS: 2x4 KDDF STAND O.C. 2- 3=(-1813) 391 8- 9=(-124) 1001 48-- 4=(-130) 635 LOADING 3- 4=(-1590) 392 9- 6=(-294) 1528 4- 9=(-129) 635 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(-1590) 392 9- 5=(-383) 260 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6. 6=(-1813) 376 TOTAL LOAD 42.0 PSF OVERHANGS: 18.0" 18.0" 6- 7=( 0) 76 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) M, (or = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'• 0.0" -199/ 1263V -139/ 139H 5.50' 2.02 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 26'- 0.0" -199/ 1263V 0/ OH 5.50" 2.02 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. )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" 0 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" 0 25'- 6.5" 6-09-04 6-02-12 6-02-12 6-09-04 NOTE:Design assumes moisture content does ( T T not exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting • 6.00 M-4x6 6.00 system and components and cladding criteria. 4 4.0' Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, II load Heighton,factoosed, Cat.2, Exp.B, MWFRS(Dir), Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 C., M O 01 = 8 CI7 9 il. (O o M 3x4 .3 M-3x4 M-3x4 M-3x4 Y M-3x5(S) y y y 8-10-03 8-03-11 y y 8 10-03 16-00 y y y ), 10-00 1-06 26-00 y y 1 06 JOB NAME : 2610-B NH POLYGON - C3 Scale: 0.2178 5ROF � �Gp►�Jfi�4,(''sip WARNINGS: GENERAL NOTES,unless otherwise noted: 4 %7171T L�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 O 02I IIr 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 responsibility of the building designer. /�. DES. BY: LJ 3.Additional temporary bracing to Insure stability during construction2.Design assumes the lop end bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous4600101.'� sheathing such as plywood ( )sheathing(TC)and/or drywall BC. !10 Ct� DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requiredmeedwhere shown++ /� d A 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. '37 OREGON 4f S E Q. : 60541 40 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, �/ Nor A 5.CompuTrus has no TRANS I D: 407736 design loads be applied to any. component. and are for"dry condition"of use. /� *11'. N..over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if © 14., �1D^ fabrication,handling,shipment and Installation of components. necessary. /�1},�� V` . 8.This design is furnished subject to the limitations set forth by7.Designtasassumes locatedadeonne bdoth face Istruss,provided. `f'!.`t7f t7'1 �• V I IIIIII VIII VIII VIII VIII VIII VIII IIII IIII 8 Plates shall be both faces of and placed so their center rll 1l L TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E es. 10.orr1ts basio connector plcate size of atetdesign values see E5R-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 I IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDOF N1&BTR SPACED 24.0° O.C. esign assumes moisture content does not not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main d windforce-resistingladding DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=22.4ft,s), ,2,BCDL=6.0, ASCE 7-10, M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 13-00 13-00 12 HM-4x4 12 6.00 \I 6.00 NN M O f7 4 0 o O O M-3x5(S) o M-3x4 M-3x4 y y 1, 16-00 10-00 , ), 1-06 26-00 y y 1-06 JOB NAME : 2610-B NH POLYGON - C4 -- �° pRox s Scale: 0.3053 c x"7%�17// �/©1 WARNINGS: GENERAL NOTES,unless otherwise noted: �, e`�G`f, -y, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: C4 and Wamings 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. ,/ // 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 len th by /,r r 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 requiredairedwhere shown++ Mtt 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. "7OREGI 2. !v SEQ. : 60541 41 C 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 ip,)% A, TRANS I D: 407736 design loads be applied to any component. and are for"dry condition"of use. B. / 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge if V. 14,. q., fabrication,handling,shipment and installation of components. necessary. li t g j Y 6.This deer n is famished sub act to the Ilmilallons set forth b 7.Design assumes adequate drainage Is provided. ✓/ L IIIIII VIII VIII VIII VIII VIII VIII IIII IIII 8 Plates shall be located on both faces of truss,and placed so heir center TPIM/TCA in BCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. pp 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 r 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" ICOND. 2: Design checked for net(-5 msf) uplift at 24 'oc spacing.' TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. esign assumes moisture content does not not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main d claddingresisting DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=15ft, TCDL=4L=6.0, ASCE 7.10, M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed,, Cat 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 2017 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 11-00 11-00 12 M-4x4 12 6.001 - 3 Q 6.00 M O 4 co 0 o 0 M-3x5(S) M-3x4 M-3x4 y y y y 12-00 10-00 y 1-06 22.00 y y•os t JOB NAME : 2610-6 NH POLYGON - D1 Scale: 0.3638 5<' ,, ,N ��,�s2 WARNINGS: GENERAL NOTES,unless otherwise noted: .t ,/ ` 1 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.204 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. �„/ 111!/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 ,,+ 4�� continuous sheathing such as plywood sheathing(TC)and/or drywall BC. ..-4"00., - ' ' ` ,^ , 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.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '•3! .OREGON /,V SEQ. : 6054142 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, / � �N. design loads be applied to any component. and are for"dry condition"of use. a r 4, TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If 0" fabrication,handling,shipment and installation of components. necessary. R.. /IMO- 6. 7.Design assumes adequate drainage is provided. ''�s''J1 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 VIII VIII VIII IIII IIM VIII VIII IIII IIIITPIM'TCA in BCSI,copies of which will be furnished upon request lines coincide with Joint center Imes 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(MiTekEXPIRES:1 /37/20 I 1E01111This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER8= FORCES 1261 3 8C(-311) BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-. 3=( 0) 76 2- 9=(-203) 4 3- 4=(-313) 222 WEBS: 2x4 KDDF STAND 3=(-1504) 329 8- 9=(-103) 834 8- 4=(-113) 492 3- 4=(•1318) 332 9- 6=(-248) 1261 4- 9=(-113) 492 LOADING 4- 5=(-1318) 332 9- 5=(-311) 222 TC LATERAL SUPPORT <= 12"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" Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C1 ,CN18 r n MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'• 0.0" -136/ 1095V -114/ 114H 5.50' 1.75 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -136/ 1095V 0/ OH 5.50" 1.75 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacins,f AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013' @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014' @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.043" @ 14'- 5.8" Allowed = 1.054" MAX TL CREEP DEFL = -0.088° @ 14'- 5.8" Allowed = 1.406" MAX LL DEFL = 0.013" @ 23'- 6.0" Allowed = 0.150' MAX TL CREEP DEFL = -0.014' @ 23'- 6.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.016" @ 21'- 6.5" 11-00 11-00 MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5' T NOTE:Design assumes moisture content does 5-09-04 5-02-12 5-02-12 5-09-04 not exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting 6.00 M-4x6 Q 6.00 system and components and cladding criteria. 4 4.0" Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), w load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 .el '.1° M-1,5x3 M-1.5x3 M O M O O 1 Ci_I E a 9 0 M-3x4 M-3x4 M-3x5(5) M-3x4 M-3x4 0 ), y >L ), 7-06-03 6-11-11 7-06-03 12-00 10-00 ), ,1 y ), 1-06 22-00 1-06 JOB NAME : 2610-6 NH POLYGON - D2 Scale: 0.2513 `�-� C� pNj°y���1`��a WARNINGS: GENERAL NOTES,unless otherwise noted: + °?,/,' / t tr�1+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 individuale . a 9211 11 E L. r 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. :,/ f/' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by IMMO"' the overall structure is the responsibilitycontinuous sheathing such as plywood sheathing(TC)and/or drywall(8C). - � etI- DATE: 9/9/2014 of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ A.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. -SJ OREGON (fJ. SEQ. : 6054143 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 4- o' T design loads be applied to any component. and are for"dry condition"of use. / 9 T" 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 1 4, A. n• fabrication,handling,shipment and installation of components. ecessary. A.,rR R 1 t 7.Designlaesassumesadequateon eh drainagecisprovided.truss, ''��''//C 1. IIIIII VIII VIII VIII VIII VIII VIII III IIII 6.This design is furnished subject to the limitations set forth r 8.Plates shall be located on both faces of W ss,and placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits Indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 111E111 This design prepared from computer input p by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.5" ICONS. 2: Design checked for net(-5 Dsf) uplift at 24 "oc spacing.) TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF q1&BTR SPACED 24.0' O.C. NOTE:Design assumes moisture content does not exceed 1996 at time of manufacture. IC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF Design conforms to main d claddingresisting DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria, Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=15ft, TCDL=4L=6.0, ASCE 7-10, M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed,, Cat. Cat,2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads 6.00 7 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 VON. 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. U, ggilltil N O/- 0 EliO O� �����������������������������������������A —/ M-3x4 4 y y y 1-06 5-03-08 P JOB NAME : 2610-B NH POLYGON - El Scale: D.7460 ,5�� �/(7//c t3 /p WARNINGS: GENERAL NOTES,unless otherwise noted: iCtl t 1 -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 ° �' { Truss: El and Warnings before construction commences. building component.Applicability of design parameters and proper 2.254 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer, Xi'/ DES. BY LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end bottom cho ds to be laterally b aced et Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by4.4 DATE: 9/9/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required ing(TC)and/or drywall BC. Po ty 9 3.2x Impact bridging or lateral bracing where shown++ ) `� 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. '3P OREGON <ti SEQ. : 6054144 fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, G/�/L� design loads be applied to any component. and are for"dry condition"of use. •/^ }.,• 7 4,. '� TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If S J i, fabrication,handling,shipment and installation of components. 7.necessary. q /IMO"- 6. A`t "- ad d 6.This design is furnished subject to the limitations set forth bya,Plates assumes locatedeune both Is provided. '�'/ L I 1111111111 111111111111 11111 1111101 IIIA a.Plates shall bewithjoin on both faces of truss,and placed so their center TPINVTCA in SCSI,copies of which will be furnished upon request. lines coincide joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 I IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.5" IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 76 2-5.(-51) BC: 2x4 KDDF #i&BTR SPACED 24.0" O,C. 2-3=(-115 79 ( ) 56 3.5=(-162) 161 WEBS: 2x4 KDDF STAND 3-4=( -10) 5 LOADING IC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ 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. [GOND, 2: Design checked for net(-5 osf) uplift at 24 "pc spacina.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX 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/s at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,n load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. N .....11111111111111111111111111111111 II .•-• C7 O/- O m -/ O �5 1 M-3x4 M-1.5x3 - y y 4-11-12 0-03-12 ), y y 1-06 5-03-08 �0PROPE. JOB NAME : 2610-6 NH POLYGON - E2 6'6' Al Scale: 0.5786 , ,457 �,o WARNINGS: GENERAL NOTES,unless otherwise noted: s Ili t- 17'r- 1. -{� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual ^9211 f L Truss: E2 and Wamings before construction commences. building component.Applicability of design parameters and proper /" 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ,,r'' /l 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 110MO' continuous sheathing such as plywood ing(TC)and/or drywall(BC). / 141111814. • DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3,2x Impact bridging or lateral bracing requiredmeed where shown++ Cr I� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ,�/�OREGON S E Q �4- "+f 1,Q' r`"`''` design loads be applied to any component. and are for"dry condition"of use. /O ^7 14, �•,�„ TRANS 1 407736 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and installation of components. necessary. `t 7.Designassumes atedoadequate drainage is f truss, a J i. 6.This design is furnished subject to the limitations set forth by 8,Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII III I VIII IIII VIII IIII IIII TPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Digits indicate size of plate In Inches. C MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 I IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-112) 82 1.4=(-51) 55 2-4=(-161) 159 BC: 2x4 KDDF k1&BTR SPACED 24.0" 0.C. WEBS: 2x4 KDDF STAND 2-3=( -10) 5 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 BAG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 0'- 0.0" -26/ 222V -37/ 94H 5.50" 0.36 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 5'- 2.0" -33/ 212V 0/ OH 5.50" 0.34 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) • LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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 0.0 3 T 2 MAX HORIZ. TL DEFL = 0.000' @ 4'- 10.3" 12 NOTE:Design assumes moisture content does 6.00 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 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 designed for wind loads in the plane of the truss only. co N N r� a' IMF._]...111111.1.1.111..1.6111111 O O� 1 110--- 14 f M-3x4 M-1.5x3 4-10-04 0-03-12 i, y 5-02 JOB NAME : 2610-B NH POLYGON - E3 Scale: 0.5359 ,5�� '71y �o py� c���s�ip WARNINGS: GENERAL NOTES,unless otherwise noted: �44t 12 / ! I 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 s 92 w O P E r Truss: E3 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. ,---- /,/ DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length;y / 464111.PDATE: 9/9/2014 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC. / 'tel! - the overall structure is the responsibility of the budding designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4. Installation of truss Is the responsibility of the respective contractor. -37, OREGON ( . 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, , ,. "41 tx TRANS I D: 407736 design loads be applied to any component. 6.Dand esign for condition" ofuse. /� �t 5.CompuTrus has no control over and assumes no responsibility for the 9 g at all supports shown.Shim or wedge if /[.J 7 ie 1[�.y 2.43 i fabrication,handling,shipment and Installation of components. necessary. �1 ate. 6.This design is furnished subject to the limitations set forth by7.Designlatesassumes adequateobothdthifae is provided.a. rl t-1`L�- U IIIIII VIII VIII III I VIII IIII VIII IIII IIII B Plates shall be located on faces of truss,and placed so their center `S 1 1 TPIM?CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.Digits abasic indicate plplate in inches design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 I IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'• 2.0" IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-151) 129 1.4=(-70) 92 2.4=(-225) 204 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2-3=( -10) 5 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) Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 0'- 0.0" -36/ 307V -52/ 132H 5.50" 0.49 KDDF ( 625) C,CN,CI8,CNI8 (or no prefix) = CompuTrus, Inc 7'- 2.0' -45/ 295V 0/ OH 5.50' 0.47 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 PO) 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" 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, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=l.6, Truss designed for wind loads iaigigiiiig 6.0017' in the plane of the truss only. ud r) rn • r/ cs m o/- 0 1�� It��4 M-3x4 M-1.5x3 y y ), 6-10-04 0-03-12 y y 7-02 JOB NAME : 2610-B NH POLYGON - E4 Scale: D.50035�`� � (P►y0 RaFFsd/o WARNINGS: GENERAL NOTES,unless otherwise noted: '�1V /n+ C7 1 l 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual °9G f•r E Truss: E4 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 11" 4(11:1:0111"" DES BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r., DATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ w `(,�. SL+ /� C 4.No load should be applied to any component until after all bracing and 4. Installation of truss Is the responsibility of the respective contractor. OREGON `sJ EQ. : 60541 47 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 N. TRANSr�/� L+ design loads be applied to any component and are for"dry condition"of use. /^ :lir 1 4 2{� f rl/'1NS 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 ifnc.T fabrication,handling,shipment and Installation of components. ecessary. A,, RIO."' 6.This design Is furnished subject to the limitations set forth by7.Designlaeassumes locatedadeqonne bothdthiface istruss,provided. '�'/ 4- I IIIIII VIII VIII VIII VIII IIII IIIIIIIIIIIII 8 Plates shall be faces of truss,and placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Etines coincide with joint center lines. 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see E5R-1311,ESR-1988(MiTek) EXPIRES: r 1E11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.0" TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 �COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. NOTE:Design assumes moisture content does WEBS: 2x4 KODF STAND not exceed 19% at time of manufacture. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. M-1.5x4 or equal at non-structural TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=2lft, TCDL=4.2,BCDL=6,0, ASCE 7-10, vertical members (urn). LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Connector plate prefix designators: load duration factor=1.6, C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads M,M20HS,M18HS,M16 = MiTek MT series 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 Note:Truss design requires continuous AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. bearing wall for entire span UON. 6-10-04 0-03-12 12 6.00 M-1.5x3 r in gil co Lo T� 1 lI c, M-3x4 M-1.4 5x3 y y 7-02 JOB NAME : 2610-B NH POLYGON - E5 Scale: 0.5424 ,5' " p`y / °n,��s4<a WARNINGS: GENERAL NOTES,unless otherwise noted: tot (// 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual C . t 92 I fr�/ .F E 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. ilif+' DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 9/9/2014 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood required where)and/or drywall(BC). 411 !- P ty 9 9 3.2x Impact bridging or lateral bracing 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. -7p4 i'OREGON SEQ. " 6054148 G 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, .6.-, 5. TRANS I D: 407736design loads be applied to any component. and are for"dry condition"of use. /�, Ai CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing al all supports shown.Shim or wedge if <„ 14, 1�,, fabrication,handling,shipment and installation of components. 7necessary. 111 /1 - `- 6.This design is famished subject to the limitations set forth bya.DesignPlates shall be assumes adequateatedoodthi faces is provis,a.d "✓Ity p 4{ V I IIIIII VIII VIII VIII VIII IIII VIII IIII IIII TPIIWTCA in BCSI,copies of which will be famished upon request 8 es coincide with joint center linesof truss,and placed so their center rl 1 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 I IIIIIIIOI'I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.0' ICOND. 2: Design checked for net(-5 oaf) uplift at 24 "oc spacinoj TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. esign assumes moisture content does not not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING 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, ,2,BCDL=8.0, ASCE 7-10, M,M2OHS,M18HS,M16 MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.e, 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. 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 T IIM-4x4 2 I I 12 12 6.00 1 \16.00 M O, co V O V --/p M-3x4 M-3x4 4 y y y • 9-08 1-06 R pe JOB NAME : 2610-B NH POLYGON - F1 <� >vt� Nf4,1s Scale: 0.5555i7 �QZ WARNINGS: GENERAL NOTES,unless otherwise noted: . !!7 �y7C'� {. 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 0 9 2 1.f {r. Truss: f 1 and Wamings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. 4410001P/7 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'0.0.and at 10'o.c.respectively unless braced throughout their length by 1R 441111.1r 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++ ( ) A (�' Sp /� 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 EQ corrosive environment, 4f f t>k 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. / •7 1+ 2{} ...t,,. TRANS I D: 407736 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 1*�, i fabrication,handling,shipment and installation of components. necessary. 7.Designlaesassumes caadequate odrainage Isprovided.russ,a 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both Laces of truss,and placed so their center IIIIII VIII II II IN 111 VIII Ill IP IIII TPIM?CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 I 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 M18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF N18BTR SPACED 24.0" O.C. 2-3=(-28) 90 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -126/ 376V -7/ 58H 5.50" 0.60 KDDF ( 625) 1'- 10.9' •145/ 190V 0/ OH 1.50' 0.30 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 10'- 0.0' 0/ 79V 0/ OH 5.50' 0.13 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: lesion checked for net(-5 sof) uplift at 24 "oc spaci0gd 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' 1-11-11 1' T NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce•resisting 6.00 L 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 3 in the plane of the truss only. if v m O CV- v - - 0 2 �I4 1 M-3x4 ; i, y 1-06 (PROVIDE FULL BEARING;Jts•2 3 4( 10-00 JOB NAME : 2610-B NH POLYGON - J1 ,c,`< ° pR F s Scale: 0.59971([7y �ryp /�* WARNINGS: GENERAL NOTES,unless otherwise noted: <Lt { t ! -Sy 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 4' °92 0!PE '.-- T r u s s: J1 and Wamings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall BC. �� 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. : 60541504.No load should be applied to any component until after all bracing and 4. Installation of truss Is the responsibility of the respective contractor. -� OREGON 4/ G `jr�}'• 2�N. �4 TRANS I D: 407736 design loads be applied to any component. and are for"dry condition"of use.fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, /^ 1:4-,. 5.CompuT us has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if ,Q,• fabrication,handling,shipment and installation of components. necessary. ''' "R `1 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage is Provided. `�'! +"1 4. I VIII(VIII II I III I(IIII(IIII II II IIII IIII 8 Plates shall located on both faces of truss,and placed so their center TPIIWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For its bsic connector size oplplate te design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 r 111111111111 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 k1&BTR SPACED 24.0" O.C. 2-3=(-59) 71 IC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 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" -68/ 442V -15/ 88H 5.50' 0.71 KDDF ( 625) Connector plate prefix designators: 3'. 10.9" -191/ 167V 0/ OH 1.50" 0.27 KDDF ( 625) C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 10'- 0.0" 0/ 84V 0/ OH 5.50' 0.13 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 Osf) uplift at 24 "oc 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 TO PANEL LL DEFL = -0.010" @ 2'- 3.7' Allowed = 0.246" MAX TO PANEL TL DEFL = -0.039' @ 2'- 0.7" Allowed = 0.369" MAX BC PANEL LL DEFL = 0.032" @ 4'- 4,6" Allowed = 0.450" MAX BC PANEL TL DEFL = -0.259" @ 5'- 5.8' Allowed = 0.600" MAX HORIZ, LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 3'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 3-11-11 system and components and cladding criteria. 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 Ce . load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. (I v O N M O/ 7 '�c.3/- - O '- --'/4 1 M-3x4 y 1, y 1-06 'PROVIDE FULL BEARING:4ts:2u3,4' 10-00 JOB NAME : 2610-B NH POLYGON - J2 ���' � pR°F �' Scale: 0.4872 C,,3 • �� gn )�j� WARNINGS: GENERAL NOTES,unless otherwise noted: �4t I lr�`//' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual 1'92111 0 C E 1- Truss: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper /T 2.2x4 compression web bracing must be installed where shown v. Incorporation of component is the responsibility of the building designer. ,/ f/ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced 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 / x�� continuous sheathing such as plywood sheathing(TC)and/or drywall BC. / rN DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ( ) W S�+ /� 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'J,9 OREGON 4., E Q. : 60541 51 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, y./ } \� design loads be applied to any component. and are for"dry condition"of use. /c„f 7 1 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 fabrication,handling,shipment and Installation of components. necessary. A., A`1\ T 7.Design assumes adequate drainage is provided. `r'� 1. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III'III'III III 111111 VIII VIII'III'III TPI/WTCA In BCS',copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,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 IIIIIIIIIIll This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2.3=(-92) 86 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" -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 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 asf) uplift at 24 "oc soacing.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -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. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 -1 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), (� ) load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. v O C") CO � O� o 11.-'21..."-11_1NEZa04 1 M-3x4 J' y y 1-06 [PROVIDE FULL BEARING;Jts:2,3,4I 10-00 PR JOB NAME : 2610-B NH POLYGON - J3 Scale: 0.4872 ��.-,<- �yN�o��6s,p WARNINGS: GENERAL NOTES,unless otherwise noted: �/ p*� p i- 2"y�" 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 a 32.R 11 r L. Truss: J 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ;/ ,O 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 ,f��, continuous sheathing such as plywood here 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++ • Cr L+ /� 6054152 C 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. "17 .. OREGON �({/ .. "11111111IP S EQ. : 6054 1 52 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 't�f design loads be applied to any component. and are for"dry condition"of use. //c '7 y'- 7 1,1.42:\ -},. 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 ifnSJ �`1 fabrication,handling,shipment and installation of components. Designeas. �`l � 7. laesassumes adequated drainage Is provided. and 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 11111 IIIA II II VIII 1E VIII 1101 III IIII TPUWTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9. Digits indicate sloe 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 111IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10,- 0.0' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC- 2012 MAX MEMBER 16 )FORCES 43R5D(-31O) 193 BC: 2x4 KDDF #1&8TR SPACED 24.0' O.C. 2-2=( 0) 76 2-5=(-167) 267 3.5=(-310) 193 WEBS: 2x4 KDDF STAND 2-3=(-368) 172 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 BOG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" 0'- 0.0' -87/ 598V -30/ 151H 5.50' 0.96 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 10.9" -90/ 68V 0/ OH 1.50' 0.11 KDDF ( 625) Connector plate prefix designators: 10'- 0.0" -3/ 256V 0/ OH 5.50' 0.41 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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" T MAX HORIZ. TL DEFL = 0.003° @ 9'- 8.3" . 12 NOTE:Design assumes moisture content does 6.001 ') not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6,O, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 44, load duration factor=1.6, Truss designed for wind loads - in the plane of the truss only. cp.4- c4 M O/- O/- c:, r...---- 5 -V 1 M-3x4 M-1.5x3 y J, y 1-06 1PROVIDE FULL BEARING:Jts:2,4,51 10-00 JOB NAME : 2610-B NH POLYGON - J4 Scale: 0.4872 5�� �°���pyNJfi����`� aA- WARNINGS: GENERAL NOTES,unless otherwise noted: {tJ r f�lt f ! + w? 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 °�G R t"r. Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top 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 `� �i�� the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC. DATE: 9/9/2014 p aY 9 3.2x Impact bridging or lateral bracing where shown++ -40 CC SEQ. : C G 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 -kr t . S EQ. : 60541 53 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, y�l% TRANS I D: 407736 design loads be applied to any component. and are for"dry condition"of use. /^ A:9.21411,11:: j. 14 y (� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if V ��. fabrication,handling,shipment and installation of components. necessary. /it A l t 6.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage Is provided. • '�'! k. I IIIIII VIII VIII IN IIIII VIII 11II IIII Ill 8 Plates shall be located on both faces of truss,and placed so their center TPIM7TCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Dits MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E late in Inches. 10.FFo balsio connector pincate size of ate design values see ESR-131 1,ESR-1988(MiTek) EXPIRES:12/31/2015 I I IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2.1 0) 76 2-4=(0) 0 BC: 2x4 KDDF H1&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: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 1'• 11.7" -22/ 42V 0/ OH 1.50' 0.07 KDDF ( 625) 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 osf) uplift at 24 "oc sgaGing.1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.013' @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" 1-11-11 MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1' Allowed = 0.067' MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORIZ. IL DEFL = -0.000" @ 1'- 10.9" 6.00 D 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, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), -/ load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. o M r c)/- -4- 111 c, 11111.--- 2' 4►►:♦ M-3x4 1-06 2-00 'PROVIDE FULL BEARING:Jts:2,4,31 JOB NAME : 2610-B NH POLYGON - SJ1 SGale: 0.6958 ,5-`<-\' �r,pp j yp�6'61 WARNINGS: GENERAL NOTES,unless otherwise noted: �44t� I/�1/ J ( ! *-Sr+ 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 t•9 G •PE t' Truss: SJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper /* 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. .,/ // DES BY' LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by y ,�` ' 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++ ) • CC SL+ /� C C 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -17 OREGON zL! E Q. : 60541 55 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L Ntx pry TRANS I D: 407736 design loads be applied to any component. 6.Designand ar for assumes condition" f use.supports //�� 5.CompuTrus has no control over and assumes no responsibility for thebearing shown.Shim or wedge if /V. �� 1 .,.V t� fabrication,handling,shipment and installation of components. necessary. v}„p 41 4 11 R.This design is furnished subject to the limitations set forth by7.Design assumes adequate drainage Is provided. `i'[ L V I IIIIII VIII ILII VIII VIII VIII IIIIIIIIIIIII 8 Plates shall be located on both faces of truss,and placed so their center TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Dits indicate MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E late in inches. 10.FFo basic conneectorof plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 f IIIIIIIIIIII 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 N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-73) 30 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0° TOTAL LOAD = 42.0 PSF 0'- 0.0' -115/ 440V -15/ 88H 5.50" 0.70 KDDF ( 625) Connector plate prefix designators: 1'- 9.2' -52/ 60V 0/ OH 5.50' 0.10 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -44/ 94V 0/ OH 1.50' 0.15 KDDF ( 625) 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 oaf) uplift at 24 "oc spacino.j 12 6.00 1----" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013' @ -1'- 6.0' Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.003" @ 1'- 3.6' Allowed = 0.246" MAX TC PANEL TL DEFL = 0.002" @ 1'- 2.1' Allowed = 0.369" MAX HORIZ. LL DEFL = -0.000" 9 3'- 10.9' MAX HORIZ, TL DEFL = -0.000" @ 3'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. - Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), w load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Mo/ v 0 o� 2 11111.-- 1 4 -V 1 M-3x4 y y y 1-06 2-00 1-11-11 'PROVIDE FULL BEARING;Jts:2.4,31 RR OF JOB NAME : 2610-B NH POLYGON - SJ2 Scale: 0.7754 �- ,p]j /yjJQ`�, WARNINGS: GENERAL NOTES,unless otherwise noted: ��J , / 0 I I D SJ2 �] 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 926 0 RE �f. Truss: SJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. ,.� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: 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 �+ � �491/10r.continuous sheathing such as plywood sheathing(TC)and/or drywall BBC. ` DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 10 1�� A C 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'P OREGON ^V SEQ. : 60541 56 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 .\ A A O design loads be applied to any component. and are for"dry condition"of use. /O }.. 1 * p �J 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 N T fabrication,handling,shipment and installation of components. necessary. A. R R t t ., 6.This design is furnished subject to the limitations set forth by7.PPlates assumes adequate onne both drainagecIs ftruss,provided. 'yJ k.. IIIIII IN IIII VIII VIII VIII VIII IIII IIIIr 8 lines mail be with n terInes. of truss,and placed so their center TPUWTCA in SCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 9. e in inches. • MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For Digitsindicate connector platetdes design values see ESR-131 1,ESR-1988(MiTek) EXPIRES:12/31/2015 I IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF HI&BTR SPACED 24.0" 0.C, 2-3=(.104) 47 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" -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) = 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: [lesion 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 = 0.003" @ 1'- 0.1" Allowed = 0.050" 12 MAX BC PANEL TL DEFL = -0.004" @ 1'. 0.1' Allowed = 0.067' 6.00 - MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads CO in the plane of the truss only. cm o/- v o/- ��ill 4 M-3x4 y 1, y y 1-06 2-00 3-11-11 'PROVIDE FULL BEARING:Jts:2,4,31 JOB NAME : 2610-B NH POLYGON - SJ3 Scale: 0.6290 ��� 'A, p1,\Ifj44,6'�o WARNINGS: GENERAL NOTES,unless otherwise noted: 444 •i {ry�' ' ` �"$; SJ3 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*OPE. 1.-- Truss: SJ 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 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 ./ 110 is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/or d gg ,,.��� �, DATE: 9/9/2014responsibilitybuilding designer. Impactbridging or Pciq 9( ) rywali(BC). the overall structure is the res onsiblli of the 3.2x brid m lateral bracingrequired where shown++ � SEQ. 6054157 C C 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7 ,y'OREGON Ix 1j/ S E Q. : 60541 57 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. 'IT design loads be applied to any component. and are fur"dry condition"of use. //w "7 y" .)4 y (��.. � 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 <0 '.1 fabrication,handling,shipment and installation of components. necessary. " Fi R 11 7.Design assumes adequate drainage Is provided. 1. 6.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center I VIII'VIII VIII VIII VIII VIII II I'III'IIITPI/WTCA in BCS',copies of which will be furnished upon request lines coincide with Joint center lines. 9.Digits indicate size of plate in inches. 10. c* MiTek USA,Ino.fCompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1968(MiTek) EXPIRES:122/31/201 5 11111 11 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 k1&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 SQ,IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -52/ 374V -30/ 151H 5.50" 0.60 KDDF ( 625) 1'- 9.2" -111/ 291V 0/ OH 5.50" 0.47 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -90/ 193V 0/ OH 1.50" 0.31 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND, 2: Design checked for net(-5 nsf) uplift at 24 'oc soacing-.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0' Allowed = 0.200° MAX BC PANEL LL DEFL = 0.006" @ 1'- 0.1' Allowed = 0.050" MAX BC PANEL TL DEFL = -0.008" @ 1'- 0.1' Allowed = 0.067" MAX HORIZ. LL DEFL = -0.001' @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 6.00[7" I Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. .<1- c, •<,- m.)M O/ D O/- -/ O 4► M-3x4 y ), y y 1-06 2-00 5-11-11 (PROVIDE FULL BEARING:Jts:2,4,3) � 0 P RO/ . .JOB NAME : 2610-6 NH POLYGON - SJ4 Scale: 0.5260 �5 P(N WARNINGS: GENERAL NOTES,unless otherwise noted: 4t. FFFF����2 //{p,/}/ 'P pv' 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 E. 1--- Truss: SJ 4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. /". itOr 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 t0'o.c.respectively unless braced throughout their length by , �1sr� is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood (e J''!W - �, DATE: 9/9/2014 responsibilitybuilding designer. aired where sand/or"ywall C). the overall structure Is the res onsibili of the 3.2x Impact bridging or lateral bracing required where shown++ f��� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "'}T t3REGOr1 ^4! 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, . �� design loads be applied to any component. and are for"dry condition"of use. �/h 'lir Y r�(�1 .}.. 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 ifnc f�}� � fabrication,handling,shipment and installation of components. Design . /y R R S l.'"' 9.Plates assumes adequate ne drainage istru ,provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111 TPINJTCA in BCSI,copies of which will be fumished upon request. Digit coincideitwithzjointcenterche. 9.Digits indicate size of plate in inches. MiTek USA,InciCompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-10e5(MiTek) EXPIRES:12/31/2015