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DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY y, CID F, By Alexia Fukui Dote 9/22/14 OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. o MILBRANDT ARCHITECTS By: Todd R. Eaton Date: September 19, 2014 _ § CT ENGINEERING INC MiTek MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL13-290_UP_H Fax 916/676-1909 2610 BC The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R42684373 thru R42684384 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. D PR Opt. 871 2P E p�' N yrsv ,�fi'0r,, OREGON q , 9O 4i&ER \1 <:) A. 4-levc�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 2616t3C 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?eklp1OgFEQgnUaloSyJt2m-xz3INID3wNn Oyv15i5aF?3Xj?yGp7nF6fznNMykJbR I 2-6-0 I D-5-411 1-2-0 1 1 0-11-8 1 1 1-2-0 1 1 2-1-0 Scale=1:28.5 3x5= 3x4= 3x4= 3x5= 3x4= 1 2 3 4 5 6 7 8 9 10 e e e o \ \ o N ,e o e o o e -e NI 1 17 16 15 14 13 12 �. 3x4 = 3x8= 3x4= 3x8= 3x4= 8-10-12 14-5-12 I 8-2-4 8-W1915--12I - 2 -5-12 I 13-3-12 1fi-10-121 1 16-9-12 I 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,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) 1/deft L/d 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 Ina YES WB 0.67 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:76 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, 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 -<��, g P R 0 PF ss �`cD 1,'G.IN—k- `o 870 2PE SAT OREGO --/q,°,..,41 �On AMBER 1\ v A. Heck EXPIRES:06/30/2015 August 25,2014 t o WARNING-Verify design pants€e trs and READ NOTES ON THIS AND Ircit/DED MITEK REFERENT PAGE NII-7473 re c 1/29/2034 9.c ORECISE �� 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 a s_, erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fY1■ e!( fabncafion,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}lumber is upesi£seat,the design values are these effective o6/01t2023 by ALSC Job Truss Truss Type Qty Ply 2610 BC R42684374 PL13-290_UP_H F02 Floor 11 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:39 2014 Page 1 ID_egh?ek1p1OgFEQgnUa1oSyJt2m-P9d7b2Ehhhvrd5UUeQcpoDbmgPMtYcgOLJiKwoykJbo 1 1-0-0 1 10-8-4 ii 1-2-0 ii 1-&8 11 1-9-0 11 1-2-0 II 1-4-4 II 1-6-0 1 1-6-0 1 Scale=1:32.7 454= 354= 3x4= 354= 3x4= 3x4 = 3x4= 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 r e e o o • _ e 'N, ` N ne e l'' 26 25 24 23 22 21 20 19 18 17 3x4= 4x5= 3x5= 3x5= 3x4= 3x6= 3x8= 3x4= 9-5-12 14-5-12 1 8-3-12 ¶l0-121 I 13-3-12 lf.-10-1 1 19-2-8 8-3-12 0-7-0 0-7-0 3-10-0 0-7-0 0-7-0 4-8-12 Plate Offsets(X,Y): [10:0-1-8,Edge],[12:0-1-8,Edge],[13:0-1-8,Edge],[23:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft 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 Ince YES WB 0.55 Horz(TL) 0.06 17 n/a n/a BCDL 5.0 Code IBC20127P12007 (Matrix) Weight:92 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 27=839/0-4-4 (min.0-1-8),17=839/Mechanical FORCES (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. A,C�0 PR Op sS LOAD CASE(S) Standard [c. �'2 /41 87022PE of U3 27 '0), OREG•N r]2' .t/ - -' ks4l �' ria OSA. Ha?v. EXPIRES:06/30/2015 August 25,2014 t VIARNENG-Verify design parameters and READ MJ}LSCiNMIS AND 1 al/DEE MITER REFERENT PAGE MTh-7473nee 1/29/28148 REUUSE �� 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 t is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the IVI�!P.k6 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding I fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 If Southern Pine)SP)lumber is specifier!,the design vxtues air those effezthre 0'E/0L12013 by ALSC 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?eklp1OgFEQgnUaloSyJt2m-P9d7b2Ehhhvrd5UUeQcpoDbr8PV_YjiOLJiKwoykJbQ I 1-3-15I I 1-2-0 1 1 0-5-1 1 2-6-0 I Scale=1:11.4 3x4= 11.5x3 II 2 3 1.5x3 II 4 3x4= 51.5x3 I I J _ • L O * / e 1.5x3 II 3x4= 9 8 7 6 \li 3x4= 3x4= 1 1-6-15 I 2-1-15 1 2-8-15 2,10-75-11-0 I 1-6-15 0-7-0 0-7-0 d-1- :1-0-9 Plate Offsets(X,Y): 12:0-1-8,Edgel,[7:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Lid 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 IBC20121TP12007 (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 Vr PROFS < G1 NE" •,s,0 870 2PE 9r- y "ois OREGON tia 4/ ,Sym AMBER �� 4d �`ct ) A. He EXPIRES:06/30/2015 August 25,2014 t MAMIE-Yerif y design pgramew and READ WM'S ON MS AND TAMPED WIER REFEREM7 PAGEM11-1473 rex1/25/2014BEFORE USE �MI Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. MN' 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 MiTe1'e6 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. Ckrus Heights,CA,95610 If Southern Pim ISP,tss»#res is apas;£rea,to design values exe theae effective 06/0112055 by ALEC 1 Job Truss Truss Type Qty Ply 2610 BC R42684376 PL13-290_UP_H F04 FLOOR 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc. Mon Aug 25 09:49:40 2014 Page 1 ID:_egh?eklp1OgFEQgnUaloSyJt2m-uLBVoOFJS_1iFF3hC782KQ8?NpsoHBhYazSuSEykJbP I 2-2-4 I 1 3x4= 2 1.5x3 II Scale=1:8.8 0 0 N N - k S 44— i6 4 3 1.5x3 II 3x4= I 2-5-4 I 2-5-4 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft 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 Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:12 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-5-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 4=102/Mechanical,3=102/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Refer to girder(s)for truss to truss connections. 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/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 �0 PR Opz- ��c. GI N4- �i0 444 2 87022PE vI.- / y �-0i, OREGON ct�a�N Is On.<(‘.4BERG' .. S A. HEAP EXPIRES:06/30/2015 August 25,2014 s WARIN7htS-Veda design yammers and RAL NOES ON TNISAPE MIMED MED f477EK REFEREAU PAGE f471-7473 reu 102912014 SE.OREUSE , �� Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MST@�C6 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/M1 Qualify Cdteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 it SouthernPine4SP)Lumber is specified,the design values are these effective 06/011208.3 by At,SC Job Truss Truss Type Qty Ply 2610 BC R42684377 PL13-290_UP_H F05 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:41 2014 Page 1 ID:_egh?ek1p1OgFEQgnUatoSyJt2m-MXItOkGxCIAZtPetmgfHtegS?C2VOTBhocBR_hykJbo 1 1-0.0 1 10-8-4 11 1-2-0 I I 1-5-8 j 1 2-0-0 I I 1-2-0 I I 2-3-8 2-6-0 I Scale=1:33.2 4x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 3x8= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 • o aa_ _e o_ ° e ® e O O e e J/ 2 24 23 22 21 20 19 18 17 3x4= 4x5= 3x5= 3x5= 3x4= 3x6= 3x5= 3x4= 9-5-12 14-5-12 I 6-3-12 81-10-121 1 13-3-12 1?-10-1^1 1 19-6-4 8-3-12 0-7-0 0-7-0 1-10-0 0-7-0 0-7-0 5-0-8 Plate Offsets(X,Y): [10:0-1-8,Edge],[12:0-1-8,Edge],[17:0-1-8,Edge],[21:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.54 Vert(LL) -0.34 18-19 >683 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.70 Vert(TL) -0.53 18-19 >442 360 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.07 16 n/a n/a BCDL 5.0 Code IBC2012/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(lb)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/7P11. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��C O PROF �`S LOAD CASE(S) Standard ,c....• �G)NE�C�y /�/ 87022PE �c p % OREG N ti�p�tr 9O ��BER \\ `a, CSS A. HEcA EXPIRES:06/30/2015 August 25,2014 NAR,R9'h0-Verify design ysra6leters and RE4D NOTES ON THIS AND IM2IIDED MITE#TIFFERENO:PAGE MII-1475 res 1029/2014 BSFORE115E �... Design valid for use only with MEek connectors.This design is based only upon parameters shown,and is for an individual building component. Pill 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 fY�A-6�+�b erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabncotion,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 It See-them Pure ISP)lumber is/pee ed,the;design values are those effective 06:/O1/201,3 fry Af.LSC Job Truss Truss Type Qty Ply 2610 BC PL11290_UP_H F06 R42684378 Floor 4 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc. Mon Aug 25 09:49:42 2014 Page 1 ID:_egh?ek1 p1 OgFEQgnUa1 oSyJt2m-qkJGD3GazcIQ UZD3KYAWQrDG?cNUlzTr1 Gx_W7ykJbN 1 1-0-0 1 10-8-4II1-2-0 11 1-8-8 II 1-9-0 11 1-2-0 11 1-5-8 I1 1-6-0 1 1-6-0 1 Scale=1:32.9 4x4 = 3x4= 3x4= 3x4= 3x4 = 3x4 = 3x4= 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 • -/M.\111111r\NI7 \-e/\ - 0 N 0 o a o ee e 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 8-3-12-1-121&10-121 1 13-3-12 1 -10-1f 1 19-3-12 80-7-0 0-7-0 1-10-0 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) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.46 Vert(LL) -0.30 21-22 >768 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.47 21-22 >491 360 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.06 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:93 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 27=844/0-4-4 (min.0-1-8),17=844/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1531/0,3-4=1531/0,4-5=2676/0,5-6=-2676/0,6-7=3437/0,7-8=3437/0, 8-9=-3834/0,9-10=3834/0,10-11=3833/0,11-12=3833/0,12-13=3115/0, 13-14=2080/0,14-15=2080/0 BOT CHORD 26-27=0/815,25-26=0/2149,24-25=0/3100,23-24=0/3679,22-23=0/3834,21-22=0/3834, 20-21=0/3115,19-20=0/3115,18-19=0/3115,17-18=0/1168 WEBS 9-23=-278/0,12-20=-281/0,13-19=0/312,2-27=-1141/0,2-26=0/1003,4-26=865/0, 4-25=0/738,6-25=-594/0,6-24=0/472,8-24=-397/0,8-23=0/502,12-21=0/925, 11-21=271/0,10-21=-97/292,15-17=1403/0,15-18=0/1097,13-18=1261/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. D PR+OFR• LOAD CASE(S) Standard ��GINER Sia t. ...c. 8 It_ 2PE /9r g. fi, i`^ N -y '0j, OR EGO c)u,. 1v '500 ' BER �' �- 4S A. H ERCP EXPIRES:06/30/2015 August 25,2014 s WARNdf -Verify design yammers and READ NOTES ON MS AND f{rYWDED Mf7ER REFEREM2 PAGEMf7-7473 i89,3/29/2014&TOREUSE �� Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IVIiT0 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1711 Quality Criteria,05B-89 and SCSI Building Component Suite Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane,10 Et 109 Souti ene.Pine MP/ is specifies(,the design values,are those effective£r5/03J3013 by At& Carus Heights,CA,95610 Job Truss Truss Type Qty Ply 2610 BC R42684379 PL13-290_UP_H F07 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 09:49:42 2014 Page 1 ID:_egh?ek1 p1 OgFEQgnUa1 oSyJt2m-qkJGD3GazcIQUZD3KYAWQrDLNcVO13Dr1 Gx_W/ykJbN 0-9-12 I I 2-6-0 I Scale=1:11.9 1 3x4= 21.5x3 II 3 3x4= q 1.5x3 H I • — e 0 N Ni N X e e 3x6= 7 64111, 1.5x3 II 3x4= I 6-2-4 I 6-2-4 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 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 ��5 �IAGINsk- _ o 87022P-444 9r' i C ' r isv '$, OR GON R4 iC41/ ) On M8ER 1 S A. HER�� EXPIRES:06/30/2015 August 25,2014 t r 144RMNG-Verify design yarame+�rs and REAP WEE ON IRIS ARE INCLUDED MITER REFERENCE PAGE Pt11-1473 me 1/29/2014INFSREUSE �� 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 ■E' ee_m erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fv l( fabncation,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Qualify Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 M Southe.•sr Pine On lumber is specified the design rabies art these effective 05/OSJ2OL3 b5 ALSO Job Truss Truss Type Qty Ply 2610 BC R42684380 PL13-290_UP_H F08 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:43 2014 Page 1 p-7-8ID:_egh?ek1 p1 OgFEQgnUa1 oSyJt2m-IwseRPHCkvQH6joGtFhly3mSvOnLUQu_GwgY3ZykJbM 1 1-0.0 1 i 1 1-2-0 ii 1-8-8 1 I 1-9-0 i i 1-2-0 I I 1-5-8 11 1-6-0 i 1-6-0 I Scale=1:32.8 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 • o o o It. 2 IN o.,_,.."2. o . . • O O OO O . :e °e z 26 25 24 23 22 21 20 19 18 17 3x4= 4x5= 3x5= 3x5= 3x4= 3x6= 3x8= 3x4=- 14-5-0 14-5-0 I 8-3-0 &10-019-5-0 I 13-3-0 11310-01 1 19-3-0 I 8-3-n 9-7-0 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,Edqe],[13:0-1-8,Edge],[23:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 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 2400E 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 (1b/size) 27=841/0-3-8 (min.0-1-8),17=841/Mechanical,17=841/Mechanical Max Horz 27=2601(LC 1),17=-2601(LC 1),17=-2601(LC 1) ' FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1525/0,3-4=1525/0,4-5=-2663/0,5-6=-2663/0,6-7=-3417/0,7-8=-3417/0, 8-9=3816/0,9-10=3816/0,10-11=3806/0,11-12=3806/0,12-13=3114/0, 13-14=2070/0,14-15=2070/0 BOT CHORD 26-27=1776/0,25-26=-647/0,24-25=0/601,23-24=0/1097,22-23=0/1216,21-22=0/1216, 20-21=0/684,19-20=0/684,18-19=0/684,17-18=-1471/0 WEBS 9-23=-284/0,12-20=-274/0,13-19=0/311,2-27=-1155/0,2-26=0/980,4-26=-884/0, 4-25=0/711,6-25=612/0,6-24=0/444,8-24=-418/0,8-23=0/500,12-21=0/900, 11-21=-264/0,10-21=-106/282,15-17=1412/0,15-18=0/1076,13-18=-1269/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Non Standard bearing condition. Review required. 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 0 P R(rk-o 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 sCi‘ G`N sip be attached to walls at their outer ends or restrained by other means. N ( �' LOAD CASE(S) Standard 8 I 2PE /�f u' ,cv Ai �7 fiAj, OREGO q, 4✓ 9O BER . ' �O A_ He EXPIRES:06/3012015 August 25,2014 e WARNING-Verify design yarame5s and READ NOTES ON IRIS AND EMil/DED MITER REFERENT PAGE MII-1473 rex.1/29/221/&E'OREUSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. nplicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shownis for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of theNIMiTek' 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/TPl1 Qualify Criteria,DSB-89 and BCSI Budding 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(lasmber is specdied,the design values me dress effective /01/220€3 by ALBC m. 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?eklp1OgFEQgnUaloSyJt2m-m6Q0ellgVDYBktNSRzC_VGIhsQBuDzo8VaQ5b?ykJbL 0-8-4 I I 2-6-0 Scale=1:11.6 1 3x4= 21.5x3 I i 3 3x4= q 1.5x3 3x6= 7 6 1.5x3 II 3x4= 6-0-12 60-12 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 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 Ina- YES WB 0.18 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:29 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 7=261/Mechanical,5=261/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-7=-283/0 BOT CHORD 5-6=0/403 WEBS 3-5=-435/0,1-6=0/363 NOTES 1)Refer to girder(s)for truss to truss connections. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard SCP ‘c' 87022PE 59 1�T °REG*N (15: Zi/Y 'P�, FMgER 'N's` � EXPIRES:06/30/2015 August 25,2014 a W9RNI76-Vele r design parametFa and READ riV TES ON MS AND friatIDED NITER REFERENCEPAGE MII-7473set,1/23,1214BEFJREU5£ �� Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the /�°� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Mr(e ~ fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/OPII 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 Hei ht&CA,95610 1f Southern pire I&P}lumbar 3s ac euJ the design valuer are Move effective 4##1j$ $3 by AL.SS 9 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 MiTek Industries,Inc.Mon Aug 25 09:49:45 2014 Page 1 ID:_egh?eklp1OgFEQgnUaloSyJt2m-EJ_Or5JSGXg?MOye?gjDlUrj_g0?yGbHjE9f7SykJbK 1 1-0-0 10-11-4 ii 1-2-0 I I 1-9-0 I I 1-8-8 I I 1-2-0 I9 I 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 N / a -N u V N r N a, °/ N r N 2 26 25 24 23 22 21 20 19 18 3x4= 4x5= 4x8= 3x5= 3x5= 3x5= 3x8= 3x4 = I 2-2-4 12-9413-4-41 7-2-4 17-9-4I8-4-41 19-8-0 I 2-2-4 0-7-0 0-7-0 3-10-n 0_7-0 0-7-n 11-3-12 Plate Offsets(X,Y): [4:0-1-8,Edge],[6:0-1-8,Edge],[7:0-1-8,Edge],126:0-1-8,Edqe] 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 Ina- YES WB 0.79 Horz(TL) 0.07 17 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight 94 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=859/0-4-4 (min.0-1-8),27=859/0-2-12 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1933/0,3-4=-1933/0,45=3238/0,5-6=-3238/0,6-7=-3797/0,7-8=-4014/0, 8-9=4014/0,9-10=3872/0,10-11=3872/0,11-12=3166/0,12-13=3166/0, 13-14=-1879/0,14-15=-1879/0 BOT CHORD 26-27=0/857,25-26=0/1933,24-25=0/1933,23-24=0/3797,22-23=0/3797,21-22=0/3797, 20-21=0/4005,19-20=0/3586,18-19=0/2590,17-18=0/1015 WEBS 3-26=-754/0,4-25=-379/0,7-22=-288/0,4-24=0/1512,5-24=-282/0,6-24=-806/0, 15-17=1295/0,15-18=0/1104,13-18=908/0,13-19=0/734,11-19=537/0,2-27=1200/0, 2-26=0/1554,11-20=0/365,8-21=258/0,7-21=0/611 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)27. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. _co PR O.Pe, LOAD CASE(S) Standard (,]NFA. tS/© ,..c- 870 2PE /4r' r 4:>, OREGON r, �, Cl M$ER A - �S A. HER EXPIRES:06/30/2015 August 25,2014 t t a IRARNINGG-Ye;,'pdesignyarametnnandR.AONOTESONTRISANDINaUDEDMITEKRERERE/d PAGE NIT-7473 rex 0942014 ORE USE �� Design valid for use only with MOek connectors.This design is based only upon parameters shown,and is for an individual building component. II 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/TPII Quark,Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 8 Seuttsem Pete TSP(litffIlhaT is specified,the tie-sign imbues are tiro&a effective 4641 f2g53 by ALSC 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 5 Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:46 2014 Page 1 ft ID_egh?eklp1OgFEQgnUaloSyJt2m-iVYm3RJ41goszAXrZOESahOuuDhNhlhQyuvCfuykJbJ I 2-6-0 r-I 1 1-2-0 I I 0-11-8 I 1 1-2-0 I I 1-11-4 I Scale=1:28.3 3x5= 3x4= 3x4= 3x5 = 3x4 = 1 2 3 4 5 6 7 8 9 10 e e e we alliti%%%%iiiimmitte- -V , e :itN ® o e o e o 1 17 16 15 14 13 12 3x4= 3x8= 3x4= 3x8= 3x4= 8-10-12 14-512 I 8-2-4 8-WP-51I 19-5121 13-3-12 h3-10-121 1 1680 I 8-2-4 0-l8 6-7-0 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) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.72 Vert(LL) -0.27 13-14 >734 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.91 Vert(TL) -0.42 13-14 >469 360 BCLL 0.0 Rep Stress lncr YES WB 0.67 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:76 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 18=727/0-4-4 (min.0-1-8),11=727/0-2-12 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2516/0,3-4=-2516/0,4-5=-2841/0,5-6=-2841/0,6-7=-2786/0,7-8=-2786/0,8-9=1593/0 BOT CHORD 17-18=0/1541,16-17=0/2883,15-16=0/2841,14-15=0/2841,13-14=0/1593,12-13=0/1593,11-12=0/1593 WEBS 8-13=-327/0,9-12=0/357,2-18=-1664/0,2-17=0/1052,4-17=-397/0,4-16=-310/0,8-14=0/1322,7-14=-290/0, 6-14=-361/0,9-11=1785/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard x.01'_co PROs 6s G ��GINE�' /p�444 ,. 87022P. r' r • A C '0),OR GON rya Alf C' OBER 1's 4S A. He ERP EXPIRES:06/30/2015 August 25,2014 t W4RNTIC-Ve:'y design pamisleters and READ NOTES ON THIS AND 7M2152E8 MITER REFERENa PAGE 1117-7473 sex 5/25/21)€4 BEFOR£USE �� Design valid for use only with M1ek connectors.This design is based only upon parameters shown,and is for an individual building component. l Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillify of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek' fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 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(SPI lumber is sgeeclfed,the design values ase than effective 09/01/2013 by ALTC Job Truss Truss Type Qty Ply 2610 BC R42684384 PL13-290_UP_H F12 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 Mitek Industries,Inc.Mon Aug 25 09:49:46 2014 Page 1 ID_egh?eklp10gFEQgnUaloSyJt2m-iVYm3RJ41goszAXrZOESahOObDsXhsyQyuvCfuykJbJ I 2-6-0 I 1-9-11 I I 1-2-0 1 1 0-5.5 1 Scale=1:16.8 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 4 5 6 is, . 0 N O O A O 1`X 9 8 3x4 = 7 3x4= 3x4= 3x4= I 4-5-3 4-p-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 (lac) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.19 Vert(TL) -0.08 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:40 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 OF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=387/0-2-8 (min.0-1-8),7=387/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-797/0,3-4=-797/0,4-5=-797/0 BOT CHORD 9-10=0/705,8-9=0/797,7-8=0/726 WEBS 2-10=761/0,5-7=-784/0,5-8=18/324 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard .1 -c. 1' PR°p�ss 87022PE 9f 7 w >" '0), GREG N 2a Y '9 c? �41BER \\ r4 On A. Hs.%s EXPIRES:06/30/2015 August 25,2014 0 r WARNING-Verfy design ya aanetrs and READ AVMS ON MS AND rM ilDED MITER REFER€N9 PAGE ffl-1473 rev.1/2f(2014&STOREUS£ 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 lin is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the �a erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek' fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/T9I1 Qualify Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 1t Soutixcrn:Piste(SP)&mattes is specified,the design values are these effective 016/01/2013 tap*LSC Symbols Numbering sty General Safety Notes PLATE LOCATION AND ORIENTATION 1 3 " Center plate on joint unless x,y offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property /q I I (Drawings not to scale) Damage or Personal Injury NM= Dimensions are in ft-in-sixteenths. 114k. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. IIIIIIIMEG 2. Truss bracing must be designed by an engineer.For 0-1/1 6 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I :1.- 11111PAIAWI21 :1_ bracing should be considered. F � 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. O4. desiProvlde copies of ner,erectionthis su Tervisorr,propdesign eo the rty owner and For 4 x 2 orientation,locate BOTTOM CHORDS C5-6all other interested parties. erty p y plates 0 na' from outside 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 o 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. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR 1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: 9 in all respects,equal to or better than that SYP represents values as published specified. il Indicated by symbol shown and/or by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING %es., 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint y number where bearings occur. 17.Install and load vertically unless indicated otherwise. MI MIN 1 Min size shown is for crushing only. 18.Use ofgreen or treated lumber maypose unacceptable P i 10 ® environmental,health or performance risks.Consult with project engineer before use. Industry Standards: National Desi n S Specification for Metal 19.Review all portions of this design)front,back,words ANSI/TPI1: g p and pictures)before use.Reviewing pictures alone t Wood Truss Construction. Plate Connected � o suffic'eni. isn T i DSB-89: Design Standard for Bracing. a ; BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 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 TPIIWTCA 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. 1 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). .JOHN, g.D PRr- .,, 4,, iOR N kb 247.3 �� . i'W,=aril ,w _ EXPIRES f:011 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce•resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF C,CN,CI6,CN18 (or no prefix) = CompuTrus, Inc TOTAL LOAD = 42.0 PSF 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 IAC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Ror equal typical at stud verticals. Ref er to CompuTrus gable end detail for complete specifications. 8-06 8-06 T HM-4x4 3 12 6.00 12 \I 6.00 c) CO of— o Tr 0,,_ VVViViiVVVVVVVViVVV//////iV.j2ZZ77///7VVTVmiViVilli//7iViiiiriiiiiiiiiiiiiiiiiiiiiiiiiii/iiiiiiiiiiii/riiii/7iiiii/7iiiiiiiiiiii 7i' --V c' 0 1 M-3x4 M-3x4 \ o y y y y 1-06 17-00 1-06 JOB NAME : 2610-B NH POLYGON - A 4 ,$ 61s Scale: 0.4458w� //7/ r J 1./ WARNINGS: GENERAL NOTES,unless otherwise noted: f^11��y+,7//(C3 C r, 1.Builder and erection contractors ould be advised of all General Notes 1.This design is based only upon the parameters shown and is for an IndividualLk- 1'JG 11 11 r L... Truss: Al end Warnings before constructio commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing m t be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to i sure stability during construction 2.Design assumes the top and bottom to be laterally braced et 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). t�, " DATE: 9/9/2014 the overall structure is the respo ibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ORECC GON t��� 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 7ff C REGON W SEQ. : 6054134 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, c , ti'''' As design loads be applied to any c mponent. and are for"dry cont bearing of use. / '`�}f 1 r Q �..1(., TRANS I D: 407736 5.CompuTrus has no control over d assumes no responsibility for the 6.Design assumes full at all supports shown.Shim or wedge if fabrication,handling,shipment add installation of components. Design . A t k- 7.Design assumes adequate drainage is truss, 4» 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IIIIII VIII VIII VIII 111 VIII I II IIII IIIITPI/WrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. e.Digits indicate size of plate in inches. 10. VV e1CC n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:]:1 /31/201 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/C =1 00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 1-2=( 80)) 76 7.6=(-227) 903 7.4=(•-75B ) 2125 WEBS: 2x4 KDDF STAND 2.3=(-1088) 302 7-6=(-227) 907 7.4=( -75) 456 3.4=( -816) 200 7-5=(-275) 211 LOADING 4-5=( -816) 214 TO LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-1092) 309 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -153/ 899V -76/ 87H 5.50" 1.44 KDDF 625)(or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 0.0" -85/ 713V 0/ OH 5.50" 1.14 KDDF ( ) M,M2OHS,M18HS,M16 = MiTek MT series ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.024" @ 8'- 6.0" Allowed = 0.804" MAX BC PANEL TL DEFL = -0.055" @ 13'- 1.8" Allowed = 0.499" MAX HORIZ. LL DEFL = 0.012" @ 16'- 6.5" 8-06 8-06 MAX HORIZ. TL DEFL = 0.018" @ 16'- 6.5" T 1' T NOTE:Design assumes moisture content does 4-05-06 4-00-10 4-00-10 4-05-06 not exceed 19% at time of manufacture. T 12 T < Design conforms to main windforce-resisting 12 system and components and claddingcriteria. 6.00 V 14.4-4X4 \ 6.00 y p 4.0" Wind: 140 mph, h=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, Truss designed for wind loads in the plane of the truss only. M-1.5x3 4411111111111 M-1.5x3 3 rw ry ch o e-) 0 ogo041. 0 1 7 - 6 M-3x4 M-3x8 M-3x4 y y y 8-06 8-06 ), y 1-06 17-00 JOB NAME : 2610-6 NH POLYGON - A2 0 � �fi� ' Scale: 0.3533 4.9 %ItQ.r / WARNINGS: GENERAL NOTES,unless otherwise noted: « /,t 91;,, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual PE Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracingof 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++ (r 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 6054135A design loads be applied to any component. and are fur"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, ./ -"" 2.° 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 6 4, fabrication,handling,shipment and installation of components. necessary. 41 7.Design assumes adequate drainage is provided. � t 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 VIII VIII VIII VIII VIII VIII I III IIII IIIITPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits Indicate size of plate in inches. 10. EXPIRES: nn MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) GyP�ryES:12/31/c015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONSTRUSS SPAN 17'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTRLOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 7=(-472) 1687 7- 3=( -67) 453 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1937) 527 7- 8=(-442) 1531 3- B=(-811) 377 WEBS: 2x4 KDDF STAND 3- 4=( -910) 204 8- 9=(-469) 1543 8. 4=( -32) 423 LOADING 4- 5=( -910) 223 9- 6=(-502) 1699 8- 5=(-823) 405 TC LATERAL SUPPORT <= 12"OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1948) 573 5- 9=) -74) 456 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -153/ 899V -76/ 87H 5.50" 1.44 KDDF ( 625) Connector plate no ix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 0.0" -85/ 713V 0/ OH 5.50" 1.14 KDDF ( 625) C,CN,CI8,CN18 (or no pprefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M20HS,M18HS,M16 = MiTek MT series ! BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 sof) uplift at 24 "oc spacing.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.050" @ 14'- 3.8" Allowed = 0.804' 8.06 MAX TL CREEP DEFL = -0.096" @ 8'- 6.0" Allowed = 1.072" 8-06 T T 'r MAX HORIZ. LL DEFL = 0.042" @ 16'- 6.5" 2-09 5-09 5-09 2-09 MAX HORIZ. TL DEFL = 0.067" @ 16'- 6.5" NOTE:Design assumes moisture content does 12 12 not exceed 19% at time of manufacture. 6.001/ HM-4x4 X16.00 Design conforms to main windforce-resisting , 4.0" system and components and cladding criteria. 4 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, 1. Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 3 1 M-3x4 M-3x4 co ee r, 0 o ��, ®M 5x6 M-3x8 M-5x69 'fall*6's io a 2.75 $ 2X WEDGE 2.75 .-- 12 -12 W/(2) M-3X4 TYP. 12 J, y y 2-05-08 y 5-10-12 y 6-02-04 2-05-08 y y ), 1 y ), 1-06 2-05-08 12-01 2-05-08 > J, > 1-06 17-00 `tO PR Ore JOB NAME : 2610-6 NH POLYGON A3 Scale: 0.3242 ss * G - /ry9'/l WARNINGS: GENERAL NOTES,unless otherwise noted: G',I~ G *P� •" 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: A3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top end bottom chords to be laterally braced at �rY► DES. BY: LJ responsibilityof the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by f Py. ! m is the continuous sheathing such as plywood sheathing(TC)and/or drywall(eC). r^� !^� i DATE' 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4.No load should be applied to ai�y component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. V As '"V SEQ. : 6054136 fasteners are complete and at rho time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, Jrdesign loads be applied to any ponent and are for"dry condition"of use, t.4 TRANS I D: 407736 5.CompuTrus hes no control ova and assumes no responsibility for the 8.necessary.Desassumes full bearing at all supports shown.Shim or wedge if �� y't y 1'1t n j T fabrication,handling,shi mengand Installation of components. "R IR t1.-1"• p 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111111111111111111 TPI WTCA in BCSI,copies of which will be furnished upon request. lines coincideictwith joint center linche. B. Digitssidsize of tplate In inches. ✓ q C !�7 MiTek USA,Inc./CompuTr s Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:122/31 J 2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 10-00.00 GIRDER SUPPORTING 17-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF k1&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 k1&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"OC. CON. 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 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Single member as shown. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Hangers attached to the bottom chord MAX LL DEFL = -0.036" @ 4'- 7.0" Allowed = 0.454" will have 1.5" max. nail penetration. MAX TL CREEP DEFL = -0.074" @ 4'- 7.0" Allowed = 0.606" Connector plate prefix designators: MAX HORIZ. LL DEFL = 0.008" @ 9'- 10.3" C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc MAX HORIZ, TL DEFL = 0.014" @ 9'- 10.3° M,M20HS,M18HS,M16 = MiTek MT series NOTE:Design assumes moisture content does f 8-10-03 1-01-13 T T not exceed 19% at time of manufacture. 4-08-12 4-01-07 1-01-13 Design conforms to main windforce-resisting T T T '( system and components and cladding criteria. 12 6.00 M-4x6 Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-7x8 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 4 load duration factor=1.6, Truss designed for wind loads C�M��I in the plane of the truss only. I M-3x8 co `.t o u) 0 CI" M-5x10 CD I 0 1 5 6 -�7 M-3x8 M-8x10 M-1.5x3 y 1, y y 4-07 3-10-04 1-06-12 ), y 10-00 WEDGE REQUIRED AT HEEL(S). JOB NAME : 2610-B NH POLYGON - B1 „11) ° ° s Scale: 0.3877 * {G /ryt, q (} WARNINGS: GENERAL NOTES,unless otherwise noted: 44 s 92•I P E 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: B1 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ,/' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by .r is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywoodf r ` DATE: 9/9/2014 responsibilitybuilding designer. requiredwere sheathing(TC)and/or drywall(BC). the overall structure is the res onsibilit of the 3.2x Impact bridging or lateral bracing where shown++ OREGON It 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?7 DR EGON Ai SEQ. : 6054137 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, \to, r', design loads be applied to any component. and are for"dry condition"of use. f "Q�+^ 7 ' (} 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 nfabrication,handling,shipment and installation of components. Design . /1r ,i R 1 i �+} 7.Pesign assumes adequateodrainagehis provided. 4- 11111111111111111011 8.This design furnished subject i the limitationsbffurnished set forth by B Plates shall be located on both feces of truss,and placed so their center TPIM?CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. B.Digits indicate size of plate In inches. Cc+ MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EX P RES:12/31/2015. IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 26-00.00 GIRDER SUPPORTING 10-00-00 FROM 18-00-00 TO 26-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 21 0) 76 2-101 -604) 3816 10- 3=( 0) 158 BC: 2x6 KDDF #1&BTR 2- 3=(-4396) 780 10.111 -606) 3814 3.111 -234) 196 WEBS: 2x4 KDDF STAND LOADING 3. 4=(-4158) 812 11-121 -826) 4698 11- 41 -272) 1532 LL = 25 PSF Ground Snow (Pg) 4- 5=(-3658) 748 12-13=(-1212) 6378 11- 5=(-1748) 436 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 26'- 0.0" V 5- 6=(-5470) 1172 13- 8=(-1218) 6412 5.12=( -312) 1326 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 18'- 0.0" V 6- 7=(-6150) 1278 6.12=( -262) 1488 BC UNIF LL( 100.0)+DL( 88.0)= 188.0 PLF 18'- 0.0" TO 26'- 0.0" V 7- 8=(-7346) 1478 12- 7=(-1000) 242 8- 9=( 0) 76 7-13=( -188) 1076 NOTE: 2x4 BRACING AT 24"OC UON. FOR ADDL: TC CONC LL+DL= 960.0 LBS @ 16'- 0.0" ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 1898.0 LBS @ 17'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 18.0" REQUIREIENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -472/ 2465V -106/ 106H 5.50" 3.94 KDDF ( 625) 26'- 0.0" -893/ 4263V 0/ OH 5.50" 6.82 KDDF ( 625) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOT 011 CHORD LIVE LOADS ACT NON-CONCURRENTLY. 2: Design checked for nett-5 esfl uplift at 24 "oc spacing. M,M2OHS,M18HS,M16 = MiTek MT series ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 **HANGER BY OTHERS TO APPLY J)in 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" 3" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.074" @ 16'- 0.0" Allowed = 1.254" 3" oc in 2 row(s) throughout 2x6 bottom chords, MAX TL CREEP DEFL = -0.231° @ 16'- 0.0" Allowed = 1.672" 3 oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL = 0.003" @ 27'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.003" @ 27'- 6.0" Allowed = 0.200" MAX HORIZ. LL DEFL = -0.021" @ 25'- 6.5" MAX HORIZ. TL DEFL = 0.051° @ 25'- 6.5" 9-11-11 6-00-10 9-11-11 .11 f f f NOTE:Design assumes moisture content does 5-03-08 4-108-03 3-00-05 3-00-05 4-08-03 5-03-08 not exceed 19% at time of manufacture. T T f f 4960# '' l'Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00L/ M-4x6 M-5x66.00 4 M-3x4 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ci0 444 mM 4load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. -3x4 M-3x4 3 7 CO ") co O g F __ hrl 4 __ 1 - 10 11 12 13 - - 9 M-3x5 M-1.5x3 M-3x8 M-5x6(S) M-6x8 M-1.5x3 M-3x8 C 1898# ,L 1, . i y y y y 5-01-12 4'x05 6-10-08 4-05 5-01-12 y y y 12-00 I 14-00 > y y > 1-06 26-00 1-06 0,0 Pf30Pe JOB NAME : 2610-B NH POLYGON - Cl Scale: 0.2543 r k,C? �7 1 WARNINGS: GENERAL NOTES,unless otherwise noted: 4 s A !P E r17 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 7 Truss:: ClC and Warnings before construction commences. building component.Applicability of design parameters and proper 9 incorporation of component is the responsibility of the building designer. ' 2.2x4 compression web bracing ust be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing t insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by TSP DES. BY: LJ is the responsibility of th4 erec r,Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC), ty DATE: 9/9/2014 the overall structure is the resp risibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON `d` SE 0. : 6054138 4.No loed should be applied to a y component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. f> fasteners are complete and at o time should any loads greater than 5.Design assumes trusses are to be used in anon-cortosive environment, f. ,{�}„ CI .:11's design loads be applied to any mponent, and are for"dry condition"of use. ,!� t�,,[T' TRANS I D: 407736 5.CompuTrus has no control ove and assumes no responsibility for the 8'Design e Signa assumes full bearing at an supports shown.Shim or wedge if r q�` y71 y tt"{{ f T" fabrication,handling,shipment)and installation of components. 7.Design assumes adequate drainage is provided. 'f"/ 'i's R't 4-� 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111 TPI VJfCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9. Digitsscoincide size oplate eto Inness. EXPIRES: MiTek USA,Inc./CompuTr as Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 11111111111 This design prepared from computer input by PACIFIC LUMBER-BC . LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1 00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2= 0) 76 2- 9= ) q 0) BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. ( (-340 15718 3. 3= 2551 WEBS: 2x4 KDDF STAND 2- 3=(•1860) 459 9-10=(-342) 1568 3.10=(-482) 161 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"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1372) 435 12- 7=(-358) 1571 5.11=( -49) 324 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(•1860) 459 11- 6=(-478) 180 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 76 6-12=( 0) 254 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -195/ 1263V -126/ 126H 5.50" 2.02 KDDF ( 625) OVERHANGS: 16.0" 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: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 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" MAX HORIZ. TL DEFL = 0.048" @ 25'- 6.5" 11-11-11 2-00-10 11-11-11 T NOTE:Design assumes moisture content does 6-03-04 5-08-07 2-00-10 5-08-07 6-03-04 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 V M-4x6 M-6x6 \I6.00 e Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 40 (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 3 • Co O co O Ti- c, a. N FF 0 i 4 1 9 10 '� 11 12 - 8 g M-3x4 M-1.5x3 0.25° M-3x4 M-1.5x3 M-3x4 O M-5x8(S) 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 JOB NAME : 2610-B NH POLYGON - C2 0PROrS Scale: 0.2553 i7/1r q WARNINGS: GENERAL NOTES,unless otherwise noted: hf�^yy 71-' -y�,,; /�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 4 . 92I t PS 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. 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 1t�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. 3.2z Impact bridging or lateral bracing requiredmeed 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. OR EGON� S E 0 }� design loads be applied to any component. and are for"dry condition"of use. //� ""Q}.+^ 4. TRANS I D: 407736 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if V fabrication,handling,shipment and installation of components. 7.Decessary. "°rl � � Design assumes adequate drainage is provided. -, R 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111 TPINVI-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. EXPIRES: �r MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 12/31/2015 31/2©15 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 #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 8=(-249) 1528 3- 8=(-383) 260 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1813) 391 8- 9=(-124) 1001 8- 4=(-130) 635 WEBS: 2x4 KDDF STAND 3- 4=(-1590) 392 9- 6=(-294) 1528 4. 9=(-129) 635 LOADING 4- 5=(-1590) 392 9- 5=(-383) 260 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1813) 390 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 76 TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0" 18.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0' -199/ 1263V -139/ 139H 5.50" 2.02 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 26'- 0.0" -199/ 1263V 0/ OH 5.50" 2.02 KDDF ( 625) j THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.063" @ 17'- 1.8" Allowed = 1.254" MAX TL CREEP DEFL = -0.127' @ 17'- 1.8" Allowed = 1.672' MAX LL DEFL = 0.013" @ 27'- 6.0' Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 27'- 6.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.026" @ 25'- 6.5" 13-00 13-00 MAX HORIZ. TL DEFL = 0.043" @ 25'- 6.5" T '' NOTE:Design assumes moisture content does 6-09-04 0-02-12 6-02-12 6-09-04 not exceed 19% at time of manufacture. 12 I 12 Design conforms to main windforce-resisting 6.00 / M-4x6 6.00 system and components and cladding criteria. 4 4.0" Wind: (AllmHeights),4Enclosed,4Cat62, Eop.B ASMWFRS(Dir), uu load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 \ , I M M 0 O .. Cid c o o 6 8 9 o M-3x4 M-3$4 M-3x4 M-3x4 0 M-3x5(S) y yl y y 8-10-03 8-03-11 8-10-03 1, ), y 16-00 10-00 1, 1, y y 1-06 26-00 1-06 JOB NAME : 2610-6 NH POLYGON 3 Scale: 0.2178 \ C� WARNINGS: GENERAL NOTES,unless otherwise noted: s L921111 F E 1.-"' 1.Builder and erection contractor hould be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper a 2.2x4 compression web bracing usl 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 erect r:Additionalpermanent bracingof 2'o,c.and at 10'o,c.respectively unless braced throughout their length by �lrr : Po Y continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). ' (,' ' DATE: 9/9/2014 the overall structure is the resp nsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to a y component until after all bracing and 4.Installation of truss is the responsibilityof the respective contractor. SEQ. : 6054140 fasteners are complete and at o time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, } As, P design loads be applied to any mponent, and are for"dry full b on"of use. ,n, t� TRANS I D: 407736 5.CompuTrus has no control ova and assumes no responsibility for the 8.Design ssumes full bearing at all supports shown.Shim or wedge if /u 4'i ‘6‘'' fabrication, fabrication,handling,shipment nd installation of components. 7.Design assumes adequate drainage is provided. e R10- 6. 1�^5r" 8.This design is furnished gubjec to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center - -1111111111111111111 TPINYTCA in BCSI,copies of h ch will be furnished upon request. lines coincide with jointfcenter nche. 9. Digits idsize of plate in lines. rf n c MiTek USA,InC./COrnpuTru Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-19g8(MiTek) EXPIRES:12/31/2015 IIIIIIIII IIII This design prepared from computer input by I PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" ICONS. 2: Design checked for net(-5 Psfl uplift at 24 "oc spacino.l TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF q1&BTR SPACED 24.0" O.C. not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC, UON. LOADING Design conforms to main windforce•resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. Connectorplate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF prefix) TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M,M2OHS,MI8HS (16or no MiTek = CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M2DHS,MIBHS,M16 = MT series LL = 25 PSF Ground Snow (Pg) oad 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. 13-00 13-00 T '( T 12 IIM-4x4 12 6.001/ 3 \I 6.00 4- dl I` 4 v O 0 1 M-3x5(S) M-3x4 M-3x4 k y J, 16-00 10-00 —k y 1- 1-06 26-00 1-06 ' ''C) PRQpes JOB NAME : 2610-B NH POLYGON - C4 54', { )n/ rr 0/0Scale: 0.3053 4, C7/7i WARNINGS: GENERAL NOTES,unless otherwise noted: a ft P E �,,.. T /� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 9GG 2 Truss: C4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at r1r+ DES. BY• W 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 .....".48W ... 4Js continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). f2,. DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON nn //"',a'� " 4.No load should be applied to any component until after an bracing and 4.Installation of truss is the responsibility of the respective contractor. k:+R Ev�v Sk 'xt' SEQ. : 6054141 fasteners are complete and at no time should any loads greater than 5,Design assumes trusses are to be used in a non-corrosive environment, y and are for"dry condition"of use. �,+++,, ..k4 'Z0 �. design loads be applied to any component. 8,Design assumes full bearing at all supports shown.Shim or wedge if V 1 � TRANS ID: 407736 5.CompuTrus has no control over and assumes no responsibility for the necessary. `i'/L L ii,i fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. +:. L- 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIII I VIII IIII VIII VIII IIII VIII IIII IIII TPINYfCA in BCSI,copies of which will be famished upon request. Digit coincide with joint centerche. 9. Digits Indicate size of plate in inches. Cv n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXP1 RCS.12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" COND. 2: Design checked for net -5 rsf urlift at 24 "oc s.acin.. IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. not exceed 19% at time of manufacture, TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,CI8,0N18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=15ft, 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. M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 11-00 11-00 12 HM-4)(412 6.00 I/ 3 \I 6.00 3 o 4 co io Or O �iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii,iii//)i»iiiiiiiiiiiiiiiiimiliiiiiiiiiiiiiir�rr�niiiiiiii/iiiii/iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiitiiiiiiiiiiiiiiiiiii Or o o M-3x5(S) M-3x4 M-3x4 y ), y 12-00 10-00 ), ), y y 1-06 22-00 1-06 0PRQp . 6,6„6, JOB NAME : 2610-B NH POLYGON -I D1 � /1N Scale: 0.3638x / ! , WARNINGS: GENERAL NOTES,unless otherwise noted: - c - 17 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual G L 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. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by x rr �""` W Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). nr� r1+ DATE• 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ MyR OREGON "`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. ` " V wy 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, fi//., 4�- 4�© design loads be applied to any component. and are for"dry condition"of use. 6 '7 1 4, 1' P TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the 8. c ssa ssumes full bearing at all supports shown.Shim or wedge if ray i fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 4 R FI t{.'. 8.This design is furnished subject'o the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII I I VIII VIII I III III I VIII IIII III TPIMlrCA In BCSI,copies ofwhich will be furnished upon request. sgit coincide with joint centerin lines. 9. Digitsin iiicdt size of plate in lines. 1 D. C MiTek USA,Inc./CompuTrusi Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES RCC+.12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cul 00 ( TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2= 0) 76 2- 8=(-203) ( ) 222 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( ) 329 8- 9=1504 (•103(-203) 834 4=(-1133)-31 1261 3- 4= WEBS: 2x4 KDDF STAND4- 492 3. 4=(-1318) 332 9- 6=(-248) 1261 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" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0° -136/ 1095V -114/ 114H 5.50" 1.75 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -136/ 1095V 0/ OH 5.50" 1.75 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'GOND, 2: Design checked for net1-5 osfl uplift at 24 "oc spacing,' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.043" @ 14'- 5.8" Allowed = 1.054' MAX TL CREEP DEFL = -0.088" @ 14'- 5.8' Allowed = 1.406" MAX LL DEFL = 0.013" @ 23'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 23'- 6.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" 11-00 11-00 MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" f 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 6.00f/ M-4x6 = 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), 12%04,11 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 co 0 CO O w/ 0 1 8 99 9 O M-3x4 M-3x4 M-3x5(5) M-3x4 M-3x4 7 c y y y ,1 7-06-03 6-11-11 7-06-03 y 12-00 10-00 .- ) ), 1- 1-06 22-00 1-06 ,c15JOB NAME : 2610-B NH POLYGON - D2 `c fi0 PR ' 6 Scale: 0.2513 \c3 { %?f^ ,q {,y WARNINGS: GENERAL NOTES,unless otherwise noted: /+(! ttt�l!*(P7+ .ysr 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: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced 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 by00000. continuous sheathing such as plywooding(TC)and/or drywali(BC). DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ r� tt 4SEQ. : 6054143 . No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. OREGON fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 2 v� � design loads be applied to any component. and are for"dry condition"of use. ' Alf6 ":1 1 .0 TRANS I D: 407736 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if ,A,i. fabrication,handling,shipment and installation of components. necessary. i 7.Design assumes adequate drainage is provided. 4- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111011111111111111110.TPI/WrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines 9. Digits indicate size of plate in inches. rr MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/20 15 i 11E 1111IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.5" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main wintlforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,CI6,CN16 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),load duration factor=1.6, 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads in the plane of the truss only. 6.00', REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP --7' 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. l in N co Tr c, *,///////////////////////////////////////// 4 1 M-3x4 > y y 1-06 5-03-08 ?•0 PROPC JOB NAME : 2610-6 NH POLYGON - 1 -, ,,, ss CD tOtINEpt,, /0 Scale: 0,460 WARNINGS: GENERAL NOTES,unless otherwise noted: 4.14 Q', *92 P 1 1.Builder and erection contractor hould be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual fL Truss: El and Warnings before construct n commences. building component.Applicability of design parameters and proper 901, y+ 2.2x4 compression web bracing ust 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 �r�M DES. BY: LJ is the responsibility of the erect r.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by +JNmIrF p ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Cr* DATE• 9/9/2014 the overall structure is the resp nsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ i � id,/ SEQ. . 6054144 4.No load should be applied to arty component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. t.��t fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, f ,.q �0 T� design loads be applied to any component. and are for"dry condition"of use, tt��T TRANS I D: 407736 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if f�" 14' Ca T' necessary. "'^�RIO- 6. I ", V.. fabrication,handling,shipmenCend installation of components. 7.Design assumes adequate drainage is provided. �'F 4- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111111111111111111 TPI WTCA in BCSI copies of Which will be furnished upon request. git coincide ae with jointpcenter linche. 9.Digits indicate size of plate in inches. EXPIRES: MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 15.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EX.PI RES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF k1& 2 BTR SPACED 24.0" O.C. -3=( 0) 76 2-5=(-51) 56 3-5=(-162) 161 WEBS: 2x4 KDDF STAND 2.3=(-115) 79 3-4=( -10) 5 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" 0'. 0.0" -85/ 447V -36/ 98H 5.50" 0.72 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 3.5" -25/ 214V 0/ OH 5.50" 0.34 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200° 4-11-12 0-03-12 MAX TC PANEL LL DEFL = 0.053" @ 2'- 10.2" Allowed = 0.320" MAX IC PANEL TL DEFL = -0.050" @ 2'- 8.3' Allowed = 0.479" 12 MAX HORIZ. LL DEFL = 0.000" @ 4'- 11.8" 6.00I/ MAX HORIZ. TL DEFL = 0.000" @ 4'- 11.8" M-1.5x3 4 NOTE:Design assumes moisture content does 3 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), to load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. N CO /11114111111111111111111 .. O,„,_ ,r III 111 O o� 2►� 1111.- 4115 M-3x4 M-1.5x3 4-11-12 0-03-12 1- 1, y 1-06 5-03-08 JOB NAME : 2610-B NH POLYGON - E24.9 4, �Rt� s Scale: 0.5786 /71i �} WARNINGS: GENERAL NOTES,unless otherwise noted: F9r^�ry'l7 ry 11 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual =�7G 1 9{�E. 1-- Truss: E2 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 �1.. 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 �rr continuous sheathing such as plywooding(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 requiredmeed where shown++ 40 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor.SEQ. : 6054145fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, OREGON t„ lid N.design loads be applied to any component. and are for"dry condition"of use. 8. f -9 i+ 7 ° -.',� TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. Dnecessary. 4f"^^P rl1 t.-\-` 7.Design assumes on drainage istrus,provided. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I VIII VIII VIII VIII VIII VIII VIII IIII IIIITPIAWrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. MiTCV q7g 7 n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988 .1�.!31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 2.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR , LOAD DURATION INCREASE = 1.15 1.2=(-112) 82 1-4=(-51) 55 2.4=(-161) 159 BC: 2x4 KDDF q1&BTR SPACED 24.0" O.C. 2-3=( -10) 5 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -26/ 222V -37/ 94H 5.50" 0.36 KDDF ( 625) Connector plate prefix designators: 5'- 2.0" -33/ 212V 0/ OH 5.50" 0.34 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 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 0-03-12 MAX HORIZ. TL DEFL = 0.000" @ 4'- 10.3" '1' I 1 T T NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 6.001/ 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 A in the plane of the truss only, LO cm rn r/ V II O , 0 1>% • IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-151) 129 1.4=(-70) 92 2-4=(-225) 204 BC: 2x4 KDDF q1&BTR SPACED 24.0" O.C. 2.3=( -10) 5 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -36/ 307V -52/ 132H 5.50" 0.49 KDDF ( 625) Connector plate prefix designators: 7'- 2.0° -45/ 295V 0/ OH 5.50" 0.47 KDDF ( 625) C,CN,C18,CNIB (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 paf) uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 MAX TC PANEL LL DEFL = 0.215" @ 3'- 7.4" Allowed = 0.469" BOTTOM CHORD CHECKED FOR 1OPSF 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" f ' T NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M-1.5x3 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, Iiiill °1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LO load duration factor=1.6, 2 Truss designed for wind loads 6.001/ in the plane of the truss only. C") to v 1.1r1. 1111111111 o'er 11f=M ►t4 -V M-3x4 M-1.5x3 i' 1 ). 6-10-04 0-03-12 y y 7-02 JOB NAME : 2610-6 NH POLYGON - E4 GINE -,,, Scale: 0.5003 1 /, Q WARNINGS: GENERAL NOTES,unless otherwise noted: 1.yy �p C- 9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual QC s9,G 1 9 t�4.- (- TrussTruss: : E 4 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 �1r DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ^ * Jir'""' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ {`� 4. No load should be applied to any component until aver all bracing and 4. Installation of truss is the responsibility of the respective contractor. '!! OREGON 1X W SEQ. : 6054147 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, of,r�'*7 �A, AN design loads be applied to any component, end are for"dry condition"of use. c,� 1r 14 474 TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 1, fabrication,handling,shipment and installation of components. necessary. /f'l ,i'S ry l i 1C„ 7.Designlaesassumes adequate ne drainagehcis truss,a. 4•:r'T R t» 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111 TPINVECA in BCSI,copies of which will be furnished upon request. git coincide with jointcenterches 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:1ry/31/20155 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing./ IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. NOTE:Design assumes moisture content does WEBS: 2x4 KDDF STAND not exceed 19% at time of manufacture. LOADING Design conforms to main windforce•resisting TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF M-1.5x4 or equal at non-structural TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, vertical members (uon). LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Connector plate prefix designators: LIMIIRD STORAGE DOES NOT APPLY DUETO THE SPATIAL Truss designed for wind loads C,CN,CI8,CN18 (or no prefix) CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IAC 2012in the plane of the truss only.NOT BEING MET. M,M2OHS,MI8HS,M16 = MiTek MT series Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6- 0-04 0-0 3-r 2 12 6.001/ M-1.5x3 3 II II '' Lfl CO N 1 v M-3x4 M-145xJ3 y y 7-02 JOB NAME : 2610-6 NH POLYGON - E Scale: 0.5424 �coNf 'ffl/ Ic a WARNINGS: GENERAL NOTES,unless otherwise noted: ' 1 s C 1.Builder and erection contractors odd be advised of all General Notes 7.This design is based only upon the parameters shown and is for an individual � =92 II r Truss: E 5 and Warnings before constructio commences. building component.Applicability of design parameters and proper 2.2x4 compression web balding m of be installed where shown+. Incorporation of component is the responsibility of the building designer. ,✓ 3.Additional temporary bracing to I sore stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �r DES. BY: LJ is the responsibility of the Erect°.,Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length bynm r^ P Y P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,� rY. DATE: 9/9/2014 the overall structure is the'respo sibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �rw OREGON I"��^�h�. /� 4,No load should be applied to an component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ,,^f 4" SE Q. : 6054148 fasteners are complete and at n.time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, I-. -4,,q \tk ''f'. design loads be applied to any cpmponent. and are for"dry condition"of use. u - 7 4 p. 2 `�^ TRANS I D: 407736 5.CompuTrus has no control over end assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. ne Design asscessary. 4,..E,R "— P �h P 7. laesassumes adequateated drainagehfis sed. r7�, 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of ,and placed so their center VIII VIII IIII III I VIII III IIII IIII IIII TPINVECA in BCSi,copies of which will be furnished upon request. lines coincide with joint tecenter lines. e.Digits indicate size of plate in inches. EXPIRES:USA,InC./COmpuTfue Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RCC:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.0" ICOND. 2: Design checked for net(-5 Dsf) uplift at 24 "oc spacing.' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. IC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main windforce-resisting DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=15ft, TCDL=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 2012 NOT BEING MET. in the plane of the truss only. • BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 4-10 4-10 I T I HM-4x4 2 i I 12 12 6.00 I/ \I 6.00 M 1 O� MO O V O 0 M-3x4 M-3x4 4 y y y 9-08 1-06 PR JOB NAME : 2610-B NH POLYGON - F1 , a ` Scale: 0.5555 ,`CV l t /i2 WARNINGS: GENERAL NOTES,unless otherwise noted: !." /!/ 7-' -err 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual CC `.92!I P{, r Truss: F1 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'continuouso,c.and at 10'o.c.respectively unless braced throughout their length by 1 A y 0, DATE 9/9/2014 responsibilitybuilding 9 sheathing such as plywood required sheathing(TC)and/or drywall BC. f m the overall structure is the res onsibilil of the designer. 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. r OREGON t fasteners are complete and at no time should any loads greater than S.Design assumes trusses are to be used in a non-corrosive environment, L �N� (r 5.CompuTrus has no control over and assumes no responsibility for the 14 TRANS I D: 407736 design loads be applied to any component. and are for"dry condition"of use. / , 6.Design assumes full bearing at all supports shown.Shim or wedge if J0„ fabrication,handling,shipment and installation of components. 7.DDecessary. RAO'esign assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III VIII VIII VIII VIII VIII VIII IIII IIII TPI/VVTCA 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:1 2!!317 1 2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-28) 90 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42,0 PSF 0'- 0.0" -126/ 376V -7/ 58H 5.50" 0.60 KDDF ( 625) 1'- 10.9" -145/ 190V 0/ OH 1,50" 0.30 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 10'• 0.0' 0/ 79V 0/ OH 5.50" 0.13 KDDF ( 625) C,CN,C18,0N18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.005" @ I'- 0.8" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.009" @ 1'- 1.5" Allowed = 0.145" I 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 NOTE:Design assumes moisture content does not exceed 1996 at time of manufacture. 12 Design conforms to main windforce-resisting 6.0011 system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 3 -/ o CO o/- d. 0 2 M-3x4 1, y y 1-06 'PROVIDE FILL BEARING:Jts:2.3.41 10-00 9,10 'R Dices JOB NAME : 2610-B NH POLYGON - q1 Scale: 0,5997 WARNINGS: GENERAL NOTES,unless otherwise noted: £ * t PE. 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 and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: J 1incorporation of component is the responsibility of the building designer. 2.204 compression web bracing inst be Installed where shown+. 2,Design assumes the top and bottom chords to be laterally braced et ' 3.Additional temporary bracing t insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,,+ inn DES. BY: LJ is the responsibility of the ere or,Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). CC DATE: 9/9/2014 the overall structure is the res onsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �qx jJ` 4.No load should be applied to a y component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6054150 fasteners are complete and at o time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, } t design loads be applied to any component. Design ed gra ss"dry full bearing g ase t'T' TRANS I D: 407736 5.CompuTrus has no control o and assumes no responsibility for the 6.Des gn assumes full bearing at all supports shown.Shim or wedge if J 1 P (�S necessary. ", t1 �," fabrication,handling,shipmen and installation of components. 7.Design assumes adequate drainage Is provided. 8.This design is furnished subje to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 3111111011111111111111111111111 TPI WfCA in BCSI,copies of ich will be furnished upon request. lines coincideictwith joint centerInches.9. Digits indicate size of platein Inness. c� C �a n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11100111101 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" O.C. 2-3=(•59) 71 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" -68/ 442V -15/ 88H 5.50" 0.71 KDDF ( 625) 3'- 10.9" -191/ 167V 0/ OH 1.50' 0.27 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 or no prefix) = ormpuTrusLL = 25 PSF Ground Snow (Pg) 10'- 0.0" 0/ 84V 0/ OH 5.50" 0.13 KDDF ( 625) ( p , Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc 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 TC PANEL LL DEFL = -0,010" @ 2'- 3.7" Allowed = 0.246" MAX TC PANEL TL DEFL = -0.039" @ 2'- 0.7" Allowed = 0.369" MAX BC PANEL LL DEFL = 0.032" @ 4'. 4.6" Allowed = 0.450" MAX BC PANEL TL DEFL = -0.259" @ 5'- 5.8" Allowed = 0.600" 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 '1' 3-11-11 system and components and cladding criteria. 1' Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00'/ load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 3 (I .1- c) N M O/- V O/- AO- o ><4 1 M-3x4 y y 1-06 'PROVIDE FULL BEARING:Jts:2,3,41 10-00 JOB NAME : 2610-B NH POLYGON - J2 �, �` '` Scale: 0.4872 , orb", b giro WARNINGS: GENERAL NOTES,unless otherwise noted: //�7 J2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4t' s 921 1 PE rTruss: J 2 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.204 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. p.. 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' and at 10'o.c.respectively unless braced throughout their length by .r+� " continuous sheathing such as plywood sheathing(TC)and/or drywali(BC). J"' ` DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SE41/� 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. -f7 OREGON (, Ntx W. 6054151 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 40 TRANS I D: 407736 design loads be applied to any component. and are for"dry condition"of use. 6.Design assumes full bearing at all supports shown.Shim or wedge if 14, 5.CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components, necessary. lilt I` V.16 7.Design assumes adequate drainage is provider). '�'7 t•- 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I VIII'VIII VIII VIII VIII VIII VIII'III'IIITPIM/TCA In BCS',copies of which will be furnished upon request MiTek USA,IDC./CornrpuTrlls Software 7.6.6(1 L)-E lines coincide withjoint center lines 9. Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111 IIIIIIIII 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" O.C. 2.3=(-92) 86 TO 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 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX 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 6-11-11 not exceed 19% at time of manufacture. T i' Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.0011/ 3 -/ 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=l.6, I Truss designed for wind loads - in the plane of the truss only. j o tyy 0, Tr O/- iC4 -/ 0 1 M-3x4 y y y 1-06 'PROVIDE FULL BEARINp:Jt-12.3.41 10-00 to PR Ore � JOB NAME: 2610-B NH POLYGON - 3 sale: 0.4872 . ii WARNINGS: GENERAL NOTES,unless otherwise noted: ( .1/I +�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 Truss: J3 end Warnings before construct.0 commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing ust be installed where shown+- Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing t•insure stability during construction 2-Design assumes the top and bottom chords to be laterally braced of ` 4�P DES. BY: LJ responsibilityof the erec.r:Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,mit n Cr DATE• 9/9/2014 the overall structure is the resp.nsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON /, 4.No toad should be applied to a y component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. v r�r to ^c! SEQ. : 6054152 fasteners are complete and at o time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,re.):- necessary. hii design loads be applied to any ponenl. and are for"dry condition"of use. ; 14, fl TT TRANS I D: 407736 5.CompuTrus has no control one and assumes no responsibility for the 8.Design ace sa assumes full bearing at all supports shown.Shim or wedge if /�t [y tt i t fabrication,handling,shipment and installation of components. ry "+?RIO' t) p P 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111111111111111111 TPI WTCA in BCSI,copies of�hNh will be furnished upon request. lines co incide with joint center linche. 8.Digits i int ide size of tplate in alines. +ann MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 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/C =1 00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 76 2-5=(-167) ( 0) BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. ( ) 267 3-5= -310 193 WEBS: 2x4 KDDF STAND 3.4=( 358) 127 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 BRG 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) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 10.9" -90/ 68V 0/ OH 1.50" 0.11 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 10'- 0.0" -3/ 256V 0/ OH 5.50" 0.41 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' 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 T MAX HORIZ. TL DEFL = 0.003" @ 9'- 8.3" 12 NOTE:Design assumes moisture content does 6.00 1. M-1,5x3 (� not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4� load Truss ddesigned fo6 forwindloads - in the plane of the truss only. 0 v o� o A..- v- � ► �w � 5 -Vo M-3x4 M-1.5x3 J, ), y 1-06 'PROVIDE FULL BEARING:Jts:2,4,5I 10-00 JOB NAME : 2610-B NH POLYGON - J4 ` � t o, wo Scale: 0.4872 ca. , /7 1r WARNINGS: GENERAL NOTES,unless otherwise noted: ) -7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92 92 I P a (- Truss: J4 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 fir. DES. BY: LJ2'o.c.and at 15'o.c.respectively unless braced throughout their length by err. is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood + F DATE: 9/9/2014 responsibilitybuilding designer. required sheathing(TC)and/or drywan(BC). the overall structure is the res onsibili of the 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. OREGON SEQ. : 6054153 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, TRANS I D: 407736 design loads be applied to any component. and are for"dry condition"of use. 6I'` '1}+^ '2.0 5.CompuTrus has no control over and assumes no responsibility for the .Design assumes full bearing at all supports shown.Shim or wedge if 1 4, fabrication,handling,shipment and installation of components. necessary.7. t 7.Designassumes adequate ne dthifaa isprovided.truss,a 4- 8.This design is furnished subject to the limitations set forth by 8,Plates shall be located on both faces of truss,and placed so their center 111111101111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide withizjoint center lines. B.Digits indicate size of plate in inches. t� r n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1 Bun(MiTek) EXPIRES:1231/2015 , IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-67) 15 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -123/ 429V -7/ 58H 5.50" 0.69 KDDF ( 625) 1'- 9.2" -70/ 42V 0/ OH 5.50" 0.07 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -22/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0,200° MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1' Allowed = 0.050" 1-11-11 MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.067" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 12 6.001/ NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 o v iiiiii000001111 . o� 2 ' 4► 1I M 3x4 y y y 1-06 2-00 IPROVIDEFULL BEARING:Jts:2,4,31 0 PROres JOB NAME : 2610-B NH POLYGON - J 1 Scale: 0,6958 WARNINGS: GENERAL NOTES,unless otherwise noted: ±t r,'j,*r r'" O 1.Builder and erection contractor Should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual CC Truss: SJ 1 and Warnings before constructiibn 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 end bottom chords to be laterally braced at 0r ' DES. BY: LJ responsibility of the erectors Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /r�lmrr is the res y q continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). CC C DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ f r � 1 �7,`r SEQ. : 6054155 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 V �a `4, fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, d A`; design loads be applied to any:omponent. and ere for"dry condition'of use. �" -T '1 4, lie. TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the a.Design c sa assumes full bearing at all supports shown.Shim or wedge if �` r-y > fabrication,handling,shipment and Installation of components. ry. "^R rl 1 ^" p Po 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII I III IIII IIII TPI/WI-CA in BCSI,copies of which will be furnished upon request. git coincideinwith joint tecenter lines. 9.Digitssndsize oplate in Inness. n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1a88(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII 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 #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-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 HOAZ BAG 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) 1'- 9.2" -52/ 60V 0/ OH 5.50" 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -44/ 94V 0/ OH 1.50" 0.15 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �COND. 2: Design checked for net(-5 ssf) uplift at 24 "oc spacing.( 12 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 6.00 I/ BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.003" @ 1'- 3.6" Allowed = 0.246" MAX TC PANEL TL DEFL = 0.002" @ 1'- 2.1" Allowed = 0.369" -/ MAX 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 19N at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. ✓ Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), w load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. r>� o 0 •0 2► 4► 1 M-3x4 y y y y 1-06 2-00 1-11-11 (PROVIDE FULL BEAAING;Jts:2,4,3( JOB NAME : 2610-B NH POLYGON - SJ2 54 G V ;ta1�_`4i Scale: 0.7754 \ /r'7�i�'} i' WARNINGS: GENERAL NOTES,unless otherwise noted: X44 i i 1 st�ry C- SJ2 1.Buckler and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual � =:7 G 1 t P L r 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 �r DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by .. err s^ Pa Y continuous sheathing such as plywood sheathing(TC)s and/or drywall(BC), f1+ 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+ OREGON 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ," v tj, 4/ SEQ. : 6054156 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, f/, Q design loads be applied to any component. and are for"dry condition"of use. V 14 'P, t�� TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing Cl all supports shown.Shim or wedge if �r Cy q fabrication,handling,shipment and installation of components. • necessary. 'Yl� �#y V 7.Design assumes adequate drainage is provided. C 1 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 VIII VIII VIII I III(III(IIITPIIVJrCA in BCS(,copies of which will be furnished upon request lines coincide with joint center lines. 9.lines indicate size offplate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 15.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-104) 47 IC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -95/ 431V -22/ 119H 5.50" 0.69 KDDF ( 625) 1'- 9.2" -46/ 152V 0/ OH 5.50" 0.24 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -67/ 144V 0/ OH 1.50" 0.23 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Design checked for net(-5 psf) uplift at 24 "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" MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.067" 12 6.00 l ' 3 --f MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" ill 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. CO O/- V O� 2Oeligi. 4-><- M-3X4 '>CM-3X4 * y y y 1-06 2-00 3-11-11 (PROVIDE FULL.9EARING:Jts:2.4.31 PR JOB NAME : 2610-B NH POLYGON - SJ3 `` OOPe IN `�` Scale: 0.6290 Co ff//('7y� 0 WARNINGS: 1 GENERAL NOTES,unless otherwise noted: 1.14 -ryryl y ( `-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 tt :9G 1,r L r Truss: SJ 3 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. J 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 bracingof 2'o.c.and al 10'o.c.respectively unless braced throughout their length Aglow DES. BY: LJp y g by !� ' i, P y continuousx sheathing such las cingoequi ed where s and/or drywall(BC). DATE: 9/9/2014 the overall structure is the to an sibs p of the building designer. 3.In Impact bridging or lateral bracing required where shown++ 4.No load should be applied to ancomponentuntil after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ,e A.OREGON44, SEQ. : 6054157 fasteners are complete and at n¢time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 4. '.7q flu 4. and are for"dry condition"of use. design loads be applied to any component. ( 1,4." TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if es fabrication,handling,shipment and installation of components. Design assumes ne drainagehcis truss, -' 1:11:11t...\- 6. t» 8.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111111111111111 TPI/VVTCA in BCSI,copies of wljich will be furnished upon request. Digit coincide with joint tecenter lines. 9.Digits Indicate size of plate in inches. n MiTek USA,InC./COmpUTrusj Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIII'I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 76 2-40(0) 0 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2-3=(-138) 63 TC LATERAL SUPPORT <= 12"0C. UON, LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -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,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL GOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacin REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. g 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 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. v 0 4 c") o/- V Iri 0 4►� M-3x4 y y y y 1-06 2-00 5-11-11 (PROVIDE FULL BEARING:Jts:2,4.31 ,cC�` O PR()Fes JOB NAME : 2610-B NH POLYGON - SJ4 c0 ,GiNv Scale: 0.5260 ?c. /?// s, el- WARNINGS: f WARNINGS: GENERAL NOTES,unless otherwise noted: 444. s 9 L+ 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,•r E Truss: SJ 4 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 �c DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 051110^^` is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywood DATE: 9/9/2014 responsibilitybuilding designer. p bridging or required where s shownor drywall(BC). it the overall structure is the res onsibilit of the 3.2x Impact bdd in lateral bracingrequired where ++ nn I,� S /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. '7ii OREGON W EW. : 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, f- y +�© A, design loads be applied to any component. and are for"dry condition"of use. fs+� '�}�' 7 4 2. t♦}-•�.• TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if u fabrication,handling,shipment and Installation of components. necessary. '''R 115 7.Designlaesassumes atedadequate drainage Iso truss, 4- 6.This design Is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111 TPIMRCA in BCSi,copies of which will be furnished upon request. lines coincideiindicate with jointcenter lines. 9. Digits indicate size of plate in inches. MiTek USA,IDC./CompuTrum Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:.12/31/2015.