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Plans (22) /457-AO Oof 13 73C- w 17,4„e mit 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. �tiRc O PR OPE. � 619 NGINE /09 87 2P c- o yo 1 �► '0;>, OREGON rP 'Yes X418 ER A'S, A. HeC1/4 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. a Iv Job Truss Truss Type Qty Ply 2610130 R42684373 PL13-290 UP H F01 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:38 2014 Pagel ID:_egh?ek1 p1OgFEQgnUa1oSyJt2m-xz31NiD3wNn_0yv15i5aF?3Xj?yGp7nF6fznNMykJbR I 2-6-0 I fp-5-41 1 1-2-0 1 1 0-11-8 1 1 1-2-0 I I 2-1-0 I Scale=1:28.5 3x5= 3x4= 3x4 = 355= 304= 1 2 3 4 5 6 7 8 9 10 e e N e e - - e 1.g 17 16 15 14 13 12 3x4= 3x8 = 3x4= 3x8= 3x4 = 8-10-12 14-5-12 I 8-2-4 8- 2 19-5-12 I 13-3-12 1p-15-121 1 16-9-12 I 8-2-4 0--t- 0-7-0 3-10-0 0-7-0 0-7-0 2-4-0 0-7-0 Plate Offsets(X,Y): (6:0-1-8,Edge],18:0-1-8,Edge),19:0-1-8,Edge],116:0-1-8,Edge] LOADING(pst) SPACING 1-7-3 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.73 Vert(LL) -0.28 13-14 >719 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.92 Vert(TL) -0.44 13-14 >460 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code IBC2012/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 PREOi 4,4: ss�INFz V'' 4 � 14.1 .0 Q 870 2PE 7 �A�©REGC1 /,Z�Q4C/ �0©F48'ER 1� P� SA. HER EXPIRES:06/30/2015 August 25,2014 ti ®ittvirc.Veselyde.si7nra;anarrrsend REM)MIESODES AM MAULEDM:FE,YREFERE/KIPAGE MU7473reg 1/25/7014BEMUSE � �' Design valid for use only with MiTek connectors.Tha design a based only upon parameters shown,and is for an individual building component. � Applicability of design parameters and proper incorporation of component is responsibility of buliding designer-not truss designer.Bracing shown _ is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction a the responsibillity of the MiTek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IM[ 1 R fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Crtteda,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 NINE(SP)1110143.14`isspeci€sed,the design vatuas xethare vaective 1 /G1/2GY.3 byAlSC Job Truss Truss Type Qty Ply 2610 BC R42684374 PL13-290_UP_H F02 Floor 11 i 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?eklp1OgFEQgnUa1oSyJt2m-P9d7b2Ehhhvrd5UUeQcpoDbmgpMtYcgOLJiKwoykJbQ 1 1-0.0 1 .0-&4. 1 1-2-0 ii 1-&8 ii 1-9-0 ii 1-2-0 ii 1-4-4 11 16-0 1 1-8-0 1 Scale=1:32.7 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 1H>'ee\a1 �e/ ee a25 24 3 22 17 3x4= 4x5= 3x5= 3x5= 3x4= 3x6= 3x8= 3x4= 9-5-12 14-5-12 I 8-3-12 110-121 1 13-3-12 1f-10-1 1 19-2-8 8-3-12 0-7-0 0-7-0 3-10-0 0-7-0 0-7-0 4-8-17 Plate Offsets(X,Y): [10:0-1-8,Edge),[12:0-1-8,Edge[,[13:0.1-8,Edge[,[23:0-1-8,Edge[ LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft 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 Incr YES WB 0.55 Horz(TL) 0.06 17 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:92 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400E 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(lb)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. ,¢ p PR ot-4. CP LOAD CASE(S) Standard �G(NE ./0 ct' 87022PE 9C N h y �AI>, GREG•N 45',.1,14/ OS A. HSP EXPIRES:06/30/2015 August 25,2014 4 r A MUM-Verify Align paramemrs zgd READ hOTES ON mug Are nia WED 1417EK REFEREPia NISE l4df7413rex Val 2 J4AFOREdISE Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and'a for an individual binding 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 Mi IT �k* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteda,DSS-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Informalion available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if SOU Thant Pian MP)lumber is Epeclfied.the reakign metr s are O000e elfective 06/A1112015 isy AtSC Job Truss Truss Type Qty Ply 2610 BC R42684375 PL13-290_UP_H F03 Floor 5 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?eklp1O0FEQgnUaloSyJt2m-P9d7b2Ehhhvrd5UUeQcpoDbr8PV Yii0LJiKwoykJbQ I 1-3-15 I I 1-7-0 1 I 0-5-1 I 780 I Scale=1:11.4 3x4= 11.5x3 II 2 3 1.5x3 II 4 3x4= 51.5x3 II :_1177Z • . e E // 0 N e e 1.5x3 II 3x4= 9 8 7 6 \ P: 3x4= 3x4= I 1-6-15 I 2-1-15 I 2-8-15 2-00-7 5-11-0 1-6-15 0-7-0 0-7-0 d-i-8 3-0-9 Plate Offsets(X,Y): 12:0-1-8,Edge],17:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.02 6-7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.03 6-7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:28 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 5-11-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 9=255/Mechanical,6=255/0-1-12 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-317/0,3-4=-317/0 BOT CHORD 8-9=0/317,7-8=0/317,6-7=0/390 WEBS 2-9=-391/0,4-6=-421/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)6. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard '\- 6'PRpeps 5 4 c3LNE '9 6' c6 44, 870 2PE /r' 7 N�A,>, OREGON tiq q4\ ` A. HEY' EXPIRES:06/30/2015 August 25,2014 Atfhti-Vea:'/ydeu/fmpaaamewrsandREADD UES GNfl/TEAND MOILED MIMIC REFERENCE.PAGE MIT 7473rta1/29/2014DE.T USE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. . Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown e�TeAL.�''!! is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the FX1�I ` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/T911 Quality Criteda,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information n )mbva dnaeseuat / a. Citrus Heights,CA,95610 t e OPlusTruss Institute, s arthoeffective X35013byM 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 2-2-4 I 1 3x4= 2 1.5x3 I Scale=1:8.8 4 3 1.5x3 I I 3x4= I 2-5-4 I 2-5-4 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 021 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 (lb/size) 4=102/Mechanical,3=102/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Refer to girder(s)for truss to truss connections. 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/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 PR o, co ti0,GI NE ✓a 441 't' 87022PE f "0"›,OREGO tie©40 ' s. $ER 1� EXPIRES:06/30/2015 August 25,2014 AWARNIM-Vesfydesignp rare lsnandRE4 ?PUS OHMS ANL MIMED HITEKREFERENCE PAGE Mir-1473Mr.129j2f1dBf tfSE Design valid for use only with MTek connectors.This design B based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 1111111 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MS erector.Additional permanent bracing of the overall structure is the responsibility of the building ding designer.For general guidance regarding 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IP11 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 IfSautth:ChM Moe ISP)larebea.isspecifiai„the a lavga velum acethzrce effective 06/0S/25113 byA SC Job Truss Truss Type Qty Ply 2610 BC R42684377 P113-290_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?eklp1OgFEQgnUaloSyJt2m-MXttOkGxCIAZtPetmgfHteg5?C2VOTBhocBR_hykJb0 1 1-0-0 1 10-8-411 1-2-0 II 1-5-8 II 2-0.0 11 1-2-0 II 23-8 I 2-6-0 I Scale=1:33.2 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x8= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 e. - AttiNH11111111111411111 _ _ G. aroppw e� a °_ _I 7 - a CI 24 23 22 21 20 19 18 17 3x4= 4x5= 3x5= 3x5= 304= 3x6= 3x5= 354= 9-5-12 14-5-12 I 8-3-12 8[10-121 1 13-3-12 1}-10-12 1 19-6-4 I 8-3-12 0-7-0 0-7-0 3-10-0 0-7-0 0-7-0 5-0-8 Plate Offsets(X,Y): (10:0-1-8,Edge],[12:0-1-8,Edge],117:0-1-8,Edge],[21:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.54 Vert(LL) -0.34 18-19 >683 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.70 Vert(TL) -0.53 18-19 >442 360 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.07 16 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:92 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 25=853/0-4-4 (min.0-1-8),16=853/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1550/0,3-4=1550/0,4-5=-2714/0,5-6=-2714/0,6-7=-3493/0,7-8=-3493/0, 8-9=-3907/0,9-10=-3907/0,10-11=-3977/0,11-12=-3977/0,12-13=3210/0, 13-14=-3210/0 BOT CHORD 24-25=0/824,23-24=0/2177,22-23=0/3147,21-22=0/3744,20-21=0/3907,19-20=0/3907, 18-19=0/3210,17-18=0/3210,16-17=0/1855 WEBS 9-21=-285/0,12-18=-260/0,13-17=-396/0,2-25=-1155/0,2-24=0/1016,4-24=-878/0, 4-23=0/751,6-23=-607/0,6-22=0/485,8-22=-407/0,8-21=0/512,12-19=0/987, 11-19=-290/0,10-19=-9/349,14-16=-2002/0,14-17=0/1482 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)16. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ��� PR�FF be attached to walls at their outer ends or restrained by other means. is LOAD CASE(S) Standard E-' aGINla , cc 87022PE 47 S()REG N -if;',4/A4 O114 �'�'fB E`R ." EXPIRES:06/30/2015 August 25,2014 r ®WARN$M3.Verity*lip pram 9rssod READ h 7EEON7HISANOINCLUDEOMd1TECREFERENCEPAGEMU7473rea1/IWW2I2Ud NS£ Design valid for use only with MTek connectors.This design B based only upon parameters shown,and is for an individual building component. . Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the M-T@k' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/7P11 Quality Criteria,DSB-89 and SCSI Wieling 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[ }Pannbsar iswuecifaert„Me designs valuer an,:Mase effecttve06/OSf201.3 byA£SC Job Truss Truss Type Qty Ply 2610 BC R42684378 PL13-290_UP_H F06 Floor 4 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MTek Industries,Inc.Mon Aug 25 09:49:42 2014 Page 1 ID:_egh?ek1 p1 OgFEQgnUa1 oSyJt2m-gkJGD3GazcIQUZD3KYAWOrDG?cNUIzTr1 Gx_W7ykJbN 11-0.0 I 10-8-4I I 1-2-0 II 1-8-8 ii 1-9-0 II 1-2-0 ii 1-5-8 ii 1-6-0 1 1-6-0 1 Scale=1:32.9 4x4 = 3x4= 3x4= 3x4= 3x4= 3x4= 304= 3x5= 1 2 3 4 5 6 7 8 9 : ;° 11 113 14 15 16 • - oe 19 18 17 3x4= 4x5= 3x5= 3x5= 3x4= 3x6= 3x8= 3x4= 9-5-12 14-5-12 8-3-12 .10-1. 13-3-12 1.-10-1 19-3- 8-3.12_ 0-7-0 0-7-0 3-10-0 0-7-0 0-7-0 4-10-0 Plate Offsets(X,Y): [10:0-1-8,Edge),112:0-1-8,Edgel,[13:0-1-8,Edge),[23:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.46 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/TPI2007 (Matrix) Weight:93 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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. RE8 PR Ot-en LOAD CASE(S) Standard l4 OGLNEei4 1102-v Q 8 • 2PE , 7 w z h '3OREGO (6'G7z EXPIRES:06/30/2015 August 25,2014 A WARfd1713-Ver.-fyde n raamemrs and READ t, TFS ONMIS AND fSLII/SED MTV(REFERENCE PACE lflf-7413 rr_c 1,12512014BEMEUSE Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Il l. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown [�� 1 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the _ - IYI� ek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Inlormailon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern Pine(sa)tsrrneexis spesiiizd,the design values aye those effective 065#312013 tsyAS.SC 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 MTek Industries,Inc.Mon Aug 25 09:49:42 2014 Page�1 ID:_egh?ek1p1OgFEQgnUa1oSyJt2m-gkJGD3GazcIQUZD3KYAlP rDLNcVO13Dr1Gx_W7ykJbN 1 0-9-12 I 1 2-6-0 Scale=1:11.9 1 3x4= 21.5x3 II 3 3x4= 41.5x3 I I • e e e o C N N e e 3x6= 7 e 1.5x3 II 3x4= I 6-2-4 I 6-2-4 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 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 1BC2012/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.18Btr(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 ti�`Eo PROFFS 1,. �co NGI � � �So29 'r 870221'; 1' a .... 4)),OR GON c ©1t/ G' BER 1 P ' A. Heck EXPIRES:06/30/2015 August 25,2014 I f Ak#,6.FINIMS Neely design parameters and REAL2R'SMINIS AND Mita HITEKREFERS/ PAGE Mill 7473 re 0-1/25/20I4 BEMUSE .—_ 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 R x' ��„Al erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IIXf fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1911 QuaNy Cdfeda,DSB-89 and ICS!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 Prase(SF)lumber to ,Filo utesign values am tAase effective 00G112O1.3 byA1.SC Job Truss Truss Type Qty Ply 2610 BC R42684380 PL13-290_UP_H F08 Floor 1 I Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:43 2014 Page 1 ID:_egh?ek1 p1 OgFEQgnUa1 oSyJt2m-IwseRPHCkvQH6joGtFhly3mSvOnLUQu_GwgY3ZykJbM 1 1-0-0 I P-7-811 1-7-0 II 1-8-8 II 1-9-0 II 1-2-0 11 1-5-8 II 1-6-0 I 1-6-0 1 Scale=1:32.8 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 • N e e e e 't'e e e o e 26 25 24 23 22 21 20 19 18 17 3x4= 4x5= 3x5= 3x5= 3x4= 3x6= 3x8= 3x4= 14-5-0 I 8-3-0 -l5-0p-5-0 I 13-3-0 113-19 1 19-3-0 I 8-3-0 0-7-0 0-7-0 3-10-0 0-7-0 0-7-0 4-10-0 Plate Offsets(X,Y): [10:0-1-8,Edge),[12:0-1-8,Edge),r13:0-1-8,Edgel,[23:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.21 20-21 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.42 Vert(TL) -0.33 20-21 >705 360 BCLL 0.0 Rep Stress lncr YES WB 0.55 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:93 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:26-27,25-26,17-18. REACTIONS (lb/size) 27=841/0-3-8 (min.0-1-8),17=841/Mechanical,17=841/Mechanical Max Horz 27=2601(LC 1),17=2601(LC 1),17=2601(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1525/0,3-4=1525/0,4-5=-2663/0,5-6=-2663/0,6-7=3417/0,7-8=-3417/0, 8-9=-3816/0,9-10=-3816/0,10-11=-3806/0,11-12=-3806/0,12-13=-3114/0, 13-14=-2070/0,14-15=-2070/0 BOT CHORD 26-27=-1776/0,25-26=-647/0,24-25=0/601,23-24=0/1097,22-23=0/1216,21-22=0/1216, 20-21=0/684,19-20=0/684,18-19=0/684,17-18=1471/0 WEBS 9-23=-284/0,12-20=-274/0,13-19=0/311,2-27=-1155/0,2-26=0/980,426=-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. rE. PR Opt. 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 Co'` C5' be attached to walls at their outer ends or restrained by other means. 4N�'� fi s z., 44, LOAD CASE(S) Standard '2 8 ` 2PE , t' r 9 N / 1� ly SAT ©REGO ti? t Or, BER \1 v.49 , ' A. He EXPIRES:06/30/2015 August 25,2014 4 4 ®itsmrmG.Vorftg design parameters sad READ MES CH MSANC IM1t EC HZTEK REFERENCE PAGE MTF 7473 re&1,28/2ttd B£R7,tE1/SE . �" 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 ----¢for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is theresponsibillity of the - - IM{T ek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IMB 1 fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern,Phut(SA)taanbax is goat Moe.the*deign vetures arethese 4044s-due 06j01jMil tryAMSC • Job Truss Truss Type Qty Ply 2610 BC R42684381 PL13-290_UP_H F09 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MTek Industries,Inc.Mon Aug 25 09:49:44 2014 Page 1 ID:_egh?eklp1OgFEQgnUaloSyJt2m-m6Q0ellgVDY8ktNSRzC VGIhsQBuDzo8VaQ5b?ykJbL 1 0-8.4 I I 2-6-0 I Scale=1:11.6 1 3x4= 21.5x3 II 3 3x4= 4 1.5x3 I I e L 0 N 3x6= 7 6 ` 1.5x3 II 3x4= I 6-0-12 I 6-0-12 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.00 5-6 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.14 Vert(TL) -0.06 5-6 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 29 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (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 '` �C� 0 PRop -. � Se NG'tNEfiA? , r 87022PE r ���,,OREG•N ti4O1 8 E � A. HER EXPIRES:00/3012015 August 25,2014 1 a A WA.Isi6PAS-yer/fydesiyn parameers afld READ)CIES ON TIMM INCLUDED MU REFERENCE PAGE MIT-7473 res 112512014MFoffEtfSE . Design valid for use only with M1ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-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 Mi IeKp erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Cdteda,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety eomatimTl8Street,Sute2,AlVA 4 ctm Heights,CA,95610 rYhere t5Pjlumber is uuied:The desiretm mattes aret those effective ex/2013 RISC Job Truss Truss Type Qty Ply 2610 BC R42684382 PL13-290_UP_H F10 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:45 2014 Page 1 �� ID:_egh?ekl p1 OgFEQgnUal oSyJt2m-EJ_Or5JSGXg?M0ye?gID1 Urj_gO?yGbHjE9f7SykJbK 1 1-0-0 1 0-11-4 11 1-2-0 II 1-9-0 I I 1-8-8 I I 1-2-0 nR I T_"--1 I 1-3-0 1 Scale=1:33.5 4x6= 4x5= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 12 3 4 5 6 7 8 9 10 11 12 13144 15 16 IVT e. 26 25 24 23 22 21 20 19 18 3x4= 4x5= 4x8= 355= 3x5= 3x5= 3x8= 3x4= I 2-2-4 12-9-413-4-4i 7-2-4 17-9-418-4-41 19-8-0 2-2-4 0-7-00-7-0 3-10-0 0-7-0 0-7-0 11-3-12 Plate Offsets(X,Y): [4:0-1-8,Edge],[6:0-1-8,Edge],[7:0-1-8,Edge],[26:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.73 Vert(LL) -0.36 21-22 >651 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.72 Vert(TL) -0.56 21-22 >417 360 BCLL 0.0 Rep Stress Incl 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.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=859/0-4-4 (min.0-1-8),27=859/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1933/0,3-4=-1933/0,4-5=-3238/0,5-6=-3238/0,6-7=-3797/0,7-8=-4014/0, 8-9=-4014/0,9-10=-3872/0,10-11=3872/0,11-12=-3166/0,12-13=-3166/0, 13-14=-1879/0,14-15=-1879/0 BOT CHORD 26-27=0/857,25-26=0/1933,24-25=0/1933,23-24=0/3797,22-23=0/3797,21-22=0/3797, 20-21=0/4005,19-20=0/3586,18-19=0/2590,17-18=0/1015 WEBS 3-26=-754/0,4-25=-379/0,7-22=-288/0,4-24=0/1512,5-24=-282/0,6-24=-806/0, 15-17=-1295/0,15-18=0/1104,13-18=-908/0,13-19=0/734,11-19=-537/0,2-27=-1200/0, 2-26=0/1554,11-20=0/365,8-21=-258/0,7-21=0/611 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)27. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. '?‘tO P R Ot". LOAD CASE(S) Standardc . �jJ ( � � ./0 879 2PE f 113 `v.'0), OREGON c� a14, 0 4/BER \1 ©S k He � EXPIRES:06/30/2015 August 25,2014 1 f A W4 ffNLt/3-Verity tteggra racuusvtars and REP M IES CH THIS AND Man NN17Ef REFERENCE PAGE MILL 7473 rsrc 1/29/2f14BfWu ME 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 MiTele 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/1PI1 Quelily 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 1fSeethesaa Pizoe(SP}lumber isspeciffzd„the dreaign xafoes are these satlactivra 06/01/3013 by MSC Job Truss Truss Type Qty Ply 2610 BC R42684383 PL13-290_UP_H F11 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:46 2014 Page 1 ID:_egh?eklp1OgFEQgnUa1oSyJt2m-Ym3RJ41goszAXrZOESahOuuDhNhlhQyuvCfuykJbJ I 2-6-0 I P-5-41 I 1-2-0 I I 0-71-8 I 1 1-2-0 11 1-11.4 I Scale=1:28.3 3x5= 3x4= 3x4= 3x5= 3x4= 1 2 3 4 5 6 7 8 9 10 e ae \ 12 e e e e - e 4QYP ./ 1- 1 17 16 15 14 13 12 3x4= 3x8= 3x4= 3x8= 3x4= 8-10-12 14-5-12 8-2-4 8-}}2 I-b-12 1 13-3-12 11;4-10-1 I 16-8-0 I 8-2-4 O t 0-7-0 3-10-0 0-7-0 0-7-0 2-2-4 o-7-0 Plate Offsets(X,Y): 16:0-1-8,Edge),[8:0-1-8,EdgeL 19:0-1-8,Edge),116:0-1-8,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 Incr YES WB 0.67 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:76 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 18=727/0-4-4 (min.0-1-8),11=727/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2516/0,3-4=2516/0,4-5=-2841/0,5-6=-2841/0,6-7=2786/0,7-8=-2786/0,8-9=-1593/0 BOT CHORD 17-18=0/1541,16-17=0/2883,15-16=0/2841,14-15=0/2841,13-14=0/1593,12-13=0/1593,11-12=0/1593 WEBS 8-13=-327/0,9-12=0/357,2-18=-1664/0;2-17=0/1052,4-17=-397/0,4-16=-310/0,8-14=0/1322,7-14=-290/0, 6-14=-361/0,9-11=-1785/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard P R O O�'- es,,NF ioc49 � 87022P r -�i '- is,,, �ATORGON �� ki '9r 4BER 1\ ,4 EXPIRES:0£130/2015 August 25,2014 1 8 ®WAANTMS-Waydesign pamnaetars and Rail NM'S 0/d?8f:&AND IMTWSEf1 irIT€,K REFERENCE dASE 140E 7473 reg.1129/2014B/737.4£tISE -; Design valid for use only with Mild(connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown T is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MI Aek� 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/Tell Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 €Safety t' tlteers P1-aroe(sir)1umbcatso tfie4 tha Institute,wtgnswtuess.anneeeStreet,cSue eft-skive 13 byAt 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 2615 BC R42684384 PL13-290_UP_H F12 Floor 3 1 Job Reference(optional) Pacific Lumber&Tress Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49.46 2014 Page 1 ID:_egh?eklp1OgFEQgnUaloSyJt2m-( Ym3RJ41goszAXrZOESahO0bDsXhsyQyuvCfuykJbJ I 2-6-0 I 1-9-11 I I 1-2-0 1 [0-5-5 1 Scale=1:16.8 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 I - 0 N A e e 71 e e 4, 10 9 8 3x4 = 7 304= 3x4= 3x4= I 4-5-3 4-p-11 5-1-11 1 5-8-11 51 0]3 8-11-0 1 4-5-3 0-1-8 0-7-0 0-7-0 0-1-8 3-0-13 Plate Offsets(X,Y): (8:0-1-8,Edge],(9:0-1-8,Edge] LOADING(pst) SPACING 1-7-3 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.19 Vert(TL) -0.08 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 40 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=387/0-2-8 (min.0-1-8),7=387/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-797/0,3-4=797/0,4-5=-797/0 BOT CHORD 9-10=0/705,8-9=0/797,7-8=0/726 WEBS 2-10=-761/0,5-7=-784/0,5-8=-18/324 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard <-7`' PRO 14, 17 cc 87022PE pto ,cv SAI,, ©REG N ti� k/ O 4 EB 1� �Q ` A H�aNP EXPIRES:06/30/2015 August 25,2014 B 5 A W4.RN7MS-Yeri'g design parameers and READ BTPS GtV MIS AND MIMED MTTEK REFERENCE PAGE MIT 7 473 rcx 1,125/2014 8FFGEEt/$E �� Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. fill 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 A'���= erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IY� fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/IP11 Quality Criteria,DSI-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 soottnerp Fine fSF)lvrreizar is specified,the desigirvalues ate tbena a#stave DS/a1/2151.3 fuyALSC Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4 Center plate on joint unless x,y " 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property I I (Drawings not to scale) offsets are indicated. Damage or Personal Injury r��= Dimensions are in ft-in-sixteenths. I4k. 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. itts 2. Truss bracing must be designed by an engineer.For 0'1/16" 4 wide truss spacing,individual lateral braces themselves p bramacing shoulduire be bracing,orTor I _Elt O 3. Never exceed the design loading shown and never F � U I I PH>FAII 1 1°�� U stack materials on inadequately braced trusses. ce a Pro ide Or C7-8 5-6 Or 4 designer,erecti nthis supervisordesign property owner building and For 4 x 2 orientation,locate BOTTOM CHORDS all other interested parties. plates 0-1na'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 join an d roarebed ful ed by ANSKnots d w j e at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment In accord with ANSI/TPI 1. *Plate location details available In MITek 20/20 NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber software or upon request. shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and Is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Plne lumber designations are as follows: in all respects,equal to or better than that SYP represents values as published specified. �! 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('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 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint 16.Do not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. I(/ 17.Install and load vertically unless Indicated otherwise. ® number where bearings occur. Min size shown is for crushing only. milinilytg 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words p and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. Is not sufficient. DSB-89: Design Standard for Bracing. e BCS(: Building Component Safety Information, male 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 CD v v m 01 A O .`y �1 a 21 0 O r'.. m 6 W W y w n -- Z!T1 m o W = Z aW Z ,,-0 Z 3 = ,•., o T � 10 z AI AI 6 N 61'-31/2' 03 5-31/2' 39'-6' 16'-6' o r 03 o� < .. I I :, 5-31/2" mQ a - _ El -I — - / I 2 A N • cn ti ti -'m F zl z i �° E2 (7) W N ca�I• + c.R1 §1I J r Ei o mR. N A / C a �i OM O c' 2AEE Tgsr5i ig \ N N F To N 9 n A�2N� E3am O n $ N ! r•' B\ — W O154gmom-moobrr� .o G — 4 J3 1, T. 1Q21 A~D?5 w 1R ! a• 3. r n N NQ coOT6CAN f (Q. Pa \ PI m c� o ei % Q dP 1 as J2 1u a z�o286° �� i/j _ N Jill A 1 1 CC Eli GJ r • PCI 71-3 VT 37'.6' _I 16'-6' g. C B 61'-31/2' vsN y i I 10'-0' I CONFORMS TO DESIGN CONCEPT 0 CONFORMS TO DESIGN CONCEPT ® CONFORMS TO DESIGN CONCEPT WITH e 10'-0'SETBACK CONFORMS TO DESIGN CONCEPT WITH 9 VERIFY ❑ REVISIONS NOTED REVISIONS AS SHOWN m 0 NON-CONFORMING-REVISE&RESUBMIT ❑ NON-CONFORMING-REVISE AND RESUBMIT in THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE ,.. 3 5' WITH DESIGN CONCEPT ONLY AND DOES NOTREt.IEVE. THE THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE ' 3 FABRICATORNENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGNWITH THE DESIGN CONCEPT ONLY AAD DOES NOT RELIEVE THE Ne c DRAWINGS.SPECIFICATIONS AND APPLICABLE CODES.ALL OF WHICH HAVE FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE 2 PRIORI rvovERTHIS SHOP DRAWING. DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY ro a By, Alexia Fukui ____ Date 9/22/14 OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. AAILBRANDT ARCHITECTS By: Todd R. Eaton Date: September 19, 2014 CT ENGINEERING INC P. N i N�n p c � a A p p y r_- y p W 6 zoo 0 Zoo v z 10'-0'8ET BACK a = O -- VERIFY 0 I 10'-0' a i0z 61'3112' x r T-311? I 3T-6' I 16'-6' , � •< i T_? � E p y -< • E5 a c..a, a 044* , Pri N < C y yC�y D Vl !n y _m 'g . N i O N 2 Z r ]a .. V ,I C O N N W N �yy m N In + 11 r IT r yeti - -I m w LCA , A , tin Ki 1 At 11 L h i A / Nki _ 1 ; MIki jg E '' ilelliiiii! ____ O��o mom I 4110 A z al62° § --' ebfil 4Weal � 5.31@' I 3 I. cr 4.4 5-31l2' 39'-6' 16'-6' c I 61'-3112' J ,C N yt y ® CONFORMS TO DESIGN CONCEPT ��: ; CONFORMS TO DESIGN CONCEPT WITH RREVISIONS AS SHOWN 1 C NON-CONFORMING-REVISE AND RESUBMIT li THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE o 3 FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE C? 'er e DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY „#v a OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. 3C CID 3 P By: Todd R. Eaton Date: September 19. 2014 1 CT ENGINEERING INC MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown.Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988(MTek). . 0 ti t'S 440 A 4 ' C 7.0,04.:413isme /0 )4.J% r�ji t)/ EXPIRES 6/ 0/I IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 0.0" 'COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing./ TC: 2x4 KDDF 61&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF p1&BTR SPACED 24.0" O.C. not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12'OC. UON. LOADING Design conforms to main win dforce-resisting BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M,M2OHS,HIRHS (16 no MiTek prefix) = CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M20HS,M16HS,M16 = MT series LL 25 PSF Ground Snow (Pg) load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 8-06 8-06 T HM-4x4 3 12 6.00 17 12 Q 6.00 4 co O c,'/— O ,/— / //////////////////1////////////////////////////////////////////!///////////////////////////////////////////////////////////////// // —/O sr O M-3x4 M-3x4 PW- •siii4 1-06 17-00 1-06 �c 0 PR©��s JOB NAME : 2610-6 NH POLYGON - Al Scale: 0.4458 � �" q '0, WARNINGS: GENERAL NOTES,unless otherwise noted: (,iv T92.0PE r1.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: AlIncorporation of component la the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their le th by ,meq• 4"x'"-60" DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalllC). .4 y DATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing cng required wherepshown*+ �� OREGON�b ��� SEQ. : 6054134 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. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 7. design loads be applied to any component and are for"dry condition"of use. TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the 8.Designne somas NII bearing at all supports shown.Shim or wedge if /� ��y1b4 t O�P fabrication,handling,shipment end Installation of components. 7.Design sumes adequate drainage is provided. r�WitI LA' 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ncide with joint center Ines. IIIIII VIII VIII VIII VIII VIII VIII IIII IIIIMITe USA,lnC6/CompuTrus ISoft(Were 7.6.6(1 L EINWCA in SCI,copies of whch wil be furnished n request. arbcsi lines indicate oaosectorplte design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 11111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 76 2-7=(-238) 903 3-7=(-268) 212 BC: 2x4 KDDF N18BTR SPACED 24.0" O.C. 2-3=(-1088) 302 7.6=(-227) 907 7.4=( -75) 456 WEBS: 2x4 KDDF STAND 3.4=( -816) 200 7-5=(-275) 211 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4.5=( -816) 214 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-1092) 309 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 18.0" 0.0' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' -153/ 899V -76/ 87H 5.50' 1.44 KDDF ( 625) C,CN,CI8,CNI8 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,N16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 0.0" -85/ 713V 0/ OH 5.50' 1.14 KDDF ( 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 psfl uplift at 24 'oc spacin0. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0' Allowed = 0.150' MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.024" @ 8'- 6.0' Allowed = 0.804" MAX BC PANEL TL DEFL = -0.055" @ 13'- 1.8" Allowed = 0.499" MAX HORIZ. LL DEFL = 0.012" @ 16'- 6.5' 8-06 8-06 MAX HORIZ. TL DEFL = 0.018' @ 16'- 6.5" 4-05-06 f NOTE:Design assumes moisture content does 4-00-10 4-00-10 4-05-06 not exceed 19% at time of manufacture. 12 Design conforms to main windfarce-resisting 6.00 IiM-4x4 12 system and components and cladding criteria. 4 6.00 4.0" Wind: 140 mph, h=21.3ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, 4 �( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I' load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1"5x3 co O cs cs cs4 IP' i M-3x4 M-3x8 M-3x4 - 67 0 y y 8-06 8-06 y y y 1-os 17-00 1, JOB NAME : 2610-6 NH POLYGON - A2 ,<''', ( INo P 6.' Scale: 0.3533 7r, e WARNINGS: GENERAL NOTES,unless otherwise noted: v i ! 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 7920•PE 13.P' Truss: A2 and Warnings before construction commences, building component.Applicability of design parameters and proper //fit 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibipty of the building designer. �/" DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at �a�mar 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 1elae�^. continuous sheathing such as plywood sheathing(TC)e and/or drywall C. JIM DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ) y /ft� 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. -3y OREGON W: E Q fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, L� q/q N♦k �. TRANS I D: 407736 design loads be applied to any component. end are for"dry condition"of use. 1�� 5.CompuTrus hes no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if .01 4 2. T fabrication,handling,shipment and installation of components. necessary.7. p ` P 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be locatedn assumes gon both faces drainage of provided. 6. placed so their center t Iillll 11111 VIII 11111 VIII VIII VIII IIII IIII MTe SA,lnc./Co puTrus I,copies of ISoftch wiIware 7.6.6(1 L)E l be furnished upon request. 1 .For basic co nectoroplate design values see ESR-1311,ESR-1988(MiTek) 9.lines coincide with jint center lines. Digits indicate size of plate in inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This IFdesignIC LUMBEpR-Brepared from computer input by C LUMBER SPECIFICATIONS TRUSS SPAN 17'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 7=(-472) 1687 7- 3=( -67) 453 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1937) 527 7- 8=(-442) 1531 3- 8=(-811) 377 WEBS: 2x4 KDDF STAND 3. 4=( -910) 204 8- 9=(•469) 1543 8- 4=( -32) 423 LOADING 4- 5=( -910) 223 9- 6=(-502) 1699 8- 5=(-823) 405 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1948) 573 5- 9=( -74) 456 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18.0" 0.0" LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) ** For hanger specs. - See approved plans0'- 0.0" -153/ 899V -76/ 87H 5.50" 1.44 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 0.0' -85/ 713V 0/ OH 5.50' 1.14 KDDF ( 625) Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. M,M20HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014' @ -1'- 6.0° Allowed = 0.200" MAX LL DEFL = -0.050" @ 14'- 3.8" Allowed = 0.804" MAX TL CREEP DEFL = -0.096' @ 8'- 6.0" Allowed = 1.072" 8-06 8-06 2-09 5-09 5-09 2-09 MAX HORIZ. TL DEFL = 0.067' @ 16'- 6.5' 1' '' T T '' NOTE:Design assumes moisture content does 1212 not exceed 19% at time of manufacture. l/M-4x4 4 6.00 6.00 Design conforms to main windforce-resisting 4"0" system and components and cladding criteria. 4 f .1 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. -3x4 M-3x4 M-3x4 M 3x4 P __ o M 9 _n Q' o r" 7 M-5x6 6 M 5x6 mum...c.. o o M-3x6 *.6 0 1 0 .-2.75 $ 2X WEDGE 2.751- 12 W/(2) M-3X4 TYP. 12 2-05-08 5-10-12 6-02-04 2-05-08 1-06 2-05-08 12-01 2-05-08 ), y y 1-06 17-00 �(c, PR(1F�rS JOB NAME : 2610-6 NH POLYGON - A3 Scale: 0.3242 // /17` /�� WARNINGS: GENERAL NOTES,unless otherwise noted: 44�' '9 � 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 ,fir/ end Warnings before construction commences, building component.Applicability of design parameters and proper �/ Truss: A3 2.2x4 compression web bracing must be installed where shown*. incorporation of the top andnt is the responsibility to of the building dealgner. W 2.Design assumes the top bottom chords to be laterally braced at 3.Additional temporary bracing to insure stadity during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their lengthby ,,/"S�r' - DES. BY LJ is the responsibility of the erector.Additional permanent bredng of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown** 4 U...... Cr 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7,A_ i 4 �� SEQ. : 6 05 413 6 fasteners are complete and et no time should any loads greeter than 5.Design assumes trusses are to be used In anon corrosive environment, cJ 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 V TRANS I D: 40773 6 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. "{i.F11‘,A, 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center will be furnished upon lines oint center lines. 10111 11111 VIII 111111111111 111 IIII IIIIMTiTe USA,InC.I/WTCA in BCs/CompuT S copies of (Software 7.6.6(1 L)E ch request. O.Forasiccondenectoth jrplatetdesign values see ESR-1311,ESR-1988(Welt) 9. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 10-00-00 GIRDER SUPPORTING 17-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KODF #1&BTA LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2_ BC: 2x6 KDDF #1&BTR (•2513) 511 1.5=(-481) 2160 5-2=( -278) 1514 4.7=(-1751) 377 WEBS: 2x4 KDDF STAND; 2.3=( -716) 174 5-6=(-472) 2107 2.6=(-1769) 416 2x4 DF STAND A LOADING 3.4=( -589) 173 6.7=( -60) 107 6.3=( -43) 263 LL = 25 PSF Ground Snow (Pg) 6-4=( -372) 1773 IC UNIF TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 187.5 +DL( 147.5)=1TO 10 335.0 PLF 0'- 0.0" '- 0.0' V BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0' -427/ 2057V -62/ 155H 5.50' 3.29 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10'- 0.0" -411/ 1933V 0/ OH 5.50' 3.09 KDDF ( 625) NOTE: 2x4 BRACING AT 24"0C UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 oaf) uplift at 24 'oc spacing.) 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 HOAIZ. LL DEFL = 0.008" @ 9'- 10.3" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX HORIZ. TL DEFL = 0.014' @ 9'- 10.3" M,M20HS,M18HS,M16 = MiTek MT series 8-10-03 1-01-13NOTE:Design assumes moisture content does � � not exceed 19% at time of manufacture. 4-08-12 4-01-07 1-01-13 Design conforms to main windforce-resisting T '' 'r system and components and cladding criteria. 12 6.00 2 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, MWFAS(Dir), load duration factor=1.6, Truss designed for wind loads *MIMI in the plane of the truss only. M-3x8 �. 00 4 M-5x100 _� 2141 o ,�� ® m 0 5 6 ►.7 M-3x8 M-8x10 M-1.5x3 1, J, ), y 4-07 3-10-04 1-06-12 y y 10-00 WEDGE REQUIRED AT HEEL(S). JOB NAME : 2610-B NH POLYGON - B1 < c� wRo�F0 Scale: 0.3877 4',. 1 7/i/Y lr- ��� WARNINGS: GENERAL NOTES,unless otherwise noted: (: :' !1/1 B1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual l'''92 PE r Truss: B 1 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 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(SC)� ' ',= �' DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -ii (� I� 4.No load should applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ^51 OREGON f.:: S E Q ete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L� �9Y 4Ntx ".. 5.CompuTrus hes no control over and assumes no responsibility for the TRANS I D: 407736 design loads be applied to any component. and are for"dry condition"of use. 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14 2' ' fabrication,handling,shipment and installation of components. 7.necessary. s p i �` 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on assumes n both fecees of truss,and placed so their center y� lines 111110111111111111111 Mile USA,IncPI/WTCA In ./CompuTrus us I,copies of (Software 7.6.6(1 L Ech will be furnished n request. 10.Forasic code with nectoroint center lines. plate design values see ESR-1311,ESR-1888(MiTek)9 Digits indicate size of plate In inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This desiLgUMn BER-BCprepared from computer input by LUMBER SPECIFICATIONS 26-00-00 GIRDER SUPPORTING 10-00-00 FROM 18-00-00 TO 26-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 76 2.10=( -604) 3816 10. 3=( 0) 158 BC: 2x6 KDDF #1&BTR 2- 3=(-4396) 780 10-11=( -606) 3814 3.11=( -234) 196 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-4158) 812 11-12=) -826) 4698 11. 4=( -272) 1532 LL = 25 PSF Ground Snow (Pg) 4- 5=(•3658) 748 12.13=(-1212) 6378 11- 5=(•1748) 436 TC LATERAL SUPPORT <= 12"0C. VON. 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) 242 1488 BC UNIF LL( 100.0)+DL( 88.0)= 188.0 PLF 18'- 0.0" TO 26'- 0.0" V 7- 9 7340 1478 177=(-1000) ) - )`( 0) .1 = 1188 1076 NOTE: 2x4 BRACING AT 24"OC VON. FOR ADDL: TC CONC LL+DL= 960.0 LBS @ 16'- 0.0" ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 1898.0 LBS @ 17'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 18.0' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -472/ 2465V -106/ 106H 5.50' 3.94 KDDF ( 625) 26'- 0.0' -893/ 4263V Of OH 5.50' 6.82 KDDF ( 625) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (GOND. 2: Design checked for nett-5 Dsi) uplift at 24 "oc spacing.) M,M20HS,M18HS,M16 = MiTek MT series ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 **HANGER BY OTHERS TO APPLY Join together 2 ply with 3'x.131 DIA GUN MAX LL DEFL = 0.003" @ -1'- 6.0' Allowed = 0.150' CONC. LOAD(S) EQUALLY TO ALL MEMBERS, nails staggered at: MAX TL CREEP DEFL = -0.003" @ -1'- 6.0" Allowed = 0.200" 9' oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.074' @ 16'- 0.0' Allowed = 1.254' 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX TL CREEP DEFL = -0.231" @ 16'- 0.0" Allowed = 1.672" 9" oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL = 0.003' @ 27'- 6.0' Allowed = 0.150" MAX TL CREEP DEFL = -0.003' @ 27'- 6.0' Allowed = 0.200" MAX HORIZ. LL DEFL = -0.021' @ 25'- 6.5' MAX HORIZ. TL DEFL = 0.051" @ 25'- 6.5" 9-11-11 6-00-10 9-11-11 fIfNOTE:Design assumes moisture content does T 5-03-08 4-08-03 3-00-05 3-00-05 4-08-03 5-03-08 not exceed 19'1 at time of manufacture. '( T f f , 960# T f Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 M-4x6 M-3x4 mph,M-5x 4 6.00 Wind: 140 m h, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 8 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4� load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-3x4 M•3x4 3 I e c� 0 0 0 F�7 0 v `r o 1 10 11 12 13 = : o o M-3x5 M-1.5x3 M-3x8 M-5x6(S) M-6x8 M-1.5x3 M-3x8 0 J, y1898# ,, 1, y y y 5-01-12 4-05 6-10-08 4-05 5-01-12 y ), y 12-00 14-00 y ), y y 1-06 26-00 1-06 4,ito PR Opt. JOB NAME : 2610-B NH POLYGON - Cl Scale: 0.2543 ti i�� WARNINGS: GENERAL NOTES,unless otherwise noted: It. ' .P E r1.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: n 1 2.2x4 compression web bradng must be installed where shown+. Incorporation of component Is the responsibrOty of the building designer. 3.Additional temporary bracing to insure stabil duringconstruction 2.Design assumes the top and bottom chords to be laterally braced et po rystability 2'o.c.and at 10'o.c.respectively unless braced throughouttheir len th by "�',- oior ale DES- BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall C). DATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown* dOREGON �((C 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 3!,_ �' 1 4 SEQ. : 6054138 fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used in a noncorrosive environment, 4/ 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 f TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the necessary. ,t'F7 R), t fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the Imitations set forth by B.Plates shall be located on both faces of truss,and placed so their center ndde with joint center Ines. 1111111111111111111111 MITe USA,InC./CompuTru9VIAITCA In BCSI,copies of ISoftware 7.6.6(11.)-E ch will be furnished upon request. U lines Indicate nectorof plate design late in values see ESR-1311,ESR-1988(Wei() EXPIRES;12/31/2015 1111 IIIIIII 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 R1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 76 2- 9=(-340) 1571 9- 3=( 0) 255 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2- 3=(-1860) 459 9-10=(-342) 1568 3-10=(-482) 181 WEBS: 2x4 KDDF STAND 3. 4=(-1365) 434 10-11=(-202) 1141 10- 4=( -81) 324 LOADING 4- 5=(-1143) 451 11-12=(-360) 1568 10- 5=( -70) 73 IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1372) 435 12- 7=(-358) 1571 5.11=( -49) 324 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1860) 459 11- 6=(-478) 180 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 76 6-12=( 0) 254 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -195/ 1263V -126/ 126H 5.50' 2.02 KDDF ( 625) OVERHANGS: 18.0' 18.0" 26'- 0.0' -195/ 1263V 0/ OH 5.50" 2.02 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc �COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacin0.l 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 = -0.082" @ 14'- 0.0" Allowed = 1.254" MAX TL CREEP DEFL = -0.125" @ 14'- 7.0" Allowed = 1.672" MAX LL DEFL = 0.013" @ 27'- 6.0' Allowed = 0.150" MAX TL CREEP DEFL = -0.014' @ 27'- 6.0' Allowed = 0.200' MAX HORIZ. LL DEFL = 0.029" @ 25'- 6.5" 11-11-11 2-00-10 11 11 11 MAX HORIZ. TL DEFL = 0.048" @ 25'- 6.5" T 1' ' '( NOTE:Design assumes moisture content does 6-03-04 5-08-07 2-00-10 5-08-07 6-03-04 not exceed 19's at time of manufacture. f T f '' ' '(Design conforms to main windforce-resisting 12 M 6 M66 12 system and components and cladding criteria. 6.00 4x - XQ 6,00 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l,6, Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 Is. * co co O O O _r is 0O 9 10 11 12 •• O M-3x4 M-1.5x3 0.25" M-3x4 M-1.5x3 M-3x4 O M-5x8(S) 1, /, 1- b 1- 1, 6-01-08 5-05-04 3-00-04 5-03-08 6-01-08 ,L _ 1- 1- 1-06 26-00 1-06 JOB NAME : 2610-B NH POLYGON - C2 5, ' Scale: 0.2553 \ � '(y(}/��f j(}r(j (7 WARNINGS: GENERAL NOTES,unless otherwise noted: V"O- �' "c: 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 =.72..r-E r Truss: C2 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 isa�. 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,�, �w"" Po ty continuous sheathing such as plywood sheathing(TC)and/or drywail(BC). wt ry. DATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ `c. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "}� QREGON �j/' SEQ. : 6054139 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �+� ":1 ��� design loads be applied to any component. and ere for"dry condition"of use. 4 "�- TRAN S I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full beefing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. R R i t, 7.Plates assumes aca ed one faces drainage is provided.trus, C 7l 4' 6.This design b 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 III I IIII(III TPINVTCA in BCSI,copies of which will be furnished upon request. gitIndicatewith jointf center Ines. 9.Digits coincide 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) EXPIRE&12/31/201.5 1111 1011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 8=(-249) 1528 3- 8=(•383) 260 BC: 2x4 KDDF N1&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"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1813) 390 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 76 TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0" 18.0' LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SM.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) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 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 T NOTE:Design assumes moisture content does 6-09-04 6 02-12 6-02-12 6 09-04 not exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting 6.00 M-4x6 Q 6.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 '1'1' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), uu load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 M M O c, o rr 8 9 o o M-3x4 M-3x4 M-3x4 M-3x4 0 M-3x5(S) .1 .1 y 1, 8-10-03 8-03-11 8-10-03 y y y 16-00 10-00 J, ), i, y 1-06 26-00 1-06 �_to PR0Fes JOB NAME : 2610-6 NH POLYGON - C3 Sale: D.2178 .5� ! Sir O WARNINGS: GENERAL NOTES,unless otherwise noted: k/i v r�N C / 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual ' :92 e®P E 1•' and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: C3 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibilty of the building designer. 411.1 1''""'~ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 110,1 r 2'o.c.and at 10'o.c.respectively unless braced throughout their length by .A""""" DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywat(BC). 'NEP. 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 /,C 4.No load should be applied to any component until after as bracing and 4.Installation of truss Is the responsibility of the respective contractor. 3! *V SEQ. : 6054140 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, G*/�"6l�f 4�b A. design loads be applied to any component. and are for"dry condition"of use. �,,,r 7 fr 1 4 2, 1�""�- TRAN S I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fid'bearing at all supports shown.Shim or wedge if {� necessary. �y r�t`` V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. f'f R Vb�. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII IN II VIII 11 11 I II VIII 1110 IIII IIII TPINVTCA in BCSI,copies of which will be furnished upon request. piles coincidetwith joint ain nche. 9.Digits size of plate in inches. r9 MITekUSA,InC./CompuTru9Software7.6.6(1L)-E 10.For basic connector plate design values see ESR-1 311,ESR-1988(diTeir) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I TC: 2x4 KDDF H1&BTA LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF d1&BTA SPACED 24.0" O.C. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main windforce-resisting Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=22.4ft, 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=l.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 13-00 13-00 12 '1 6.00 IIM-4x4 12 3 4 6.00 CG vt � m Cz o oCz M-3x5(S) M-3x4 M-3x4 y i y 16-00 10-00 J, 1-06 26-00 y J- 1-06 1-os JOB NAME : 2610-6 NH POLYGON - C4 PROFes Scale: 0.3053 ,- " . �'� WARNINGS: GENERAL NOTES,unless otherwise noted: tL /e 11 E 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for an individual . P E t-- Truss: C4 and Warnings before construction commencs, 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. ally,.% DES. BY• LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �rammr. 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 NNW I`isar' DATE: 9/9/2014 the overall structure la the responsibility of the buildin des/ continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 9 9nen. 3.2x Impact bridging or lateral bracing required where shown++ `4 Ir 4.No bed should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ^fT OREGON �1/ 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, it', 7, N11 A.. design loads be applied to any component. and are for"dry condition"of use. /� �f r5 TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the 6•Design assumes full bearing at at supports shown.Shim or wedge if c f '7 k Q LD t 4 fabrication,handling,shipment and Installation of components. necessary. p /� i Q 6.This design Is furnished subject to the limitations set forth by 8.Plate7. s shall be locatedn assumes gadequate facesnage of truss,and placed so their center '" 1"'� VV upo 111111 VIII VIII VIII VIII VIII VIII IIII IIII MiTek SA /CO PUT us INVTCA In BCSI,copies of (Software 7 ch will be furnished 6 6(1 L En request. 10.For basic cos d nectore with oplate design values see ESR-1311,ESR-1988(MiTek) 9. int center lines. Digits indicate size of plate in Inches. EXPIRES:12/31/2015 111111111 This IFdIC esiLUgnMBER-BC prepared from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.1 TC: 2x4 KDDF 41&BTA LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF Al&BTR SPACED 24.0' O.C. not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,8CDL=6.0, ASCE 7.10, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 11-00 11-00 '( ' 12 12 i i M-4x4 Q 6.00 6.00 3 4 mo O O O O o M-3x5(S) M M-3x4 -3x4 y y 12-00 y 10-00 y y y 1-06 22-00 1-06 to P R Op, JOB NAME: 2610-6 NH POLYGON - D1 Scale: 0.3638 ``41‘` %qI l$I'4 �0� WARNINGS: GENERAL NOTES,unless otherwise noted: kr `CO a.PE t`r 1.Builder and erection contractor should be advised of all General Notes 1.This deing toms basednt.Applicability Igth of parameterson the deaign parameters shown wreand andis properrn individual �A Truss: D1 and Warnings beforeebracinconstructiong m commences. buIncorporation of component Is the responsibility of the building designer. .+ 2.2x4 compression web must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at 469.4.1.r3.Additional temporary bracing to insure stability during construction 2 o.c.ed at 10'o.c.respectively unless braced throughout their length by "�',- tv. DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor drywall C). �y DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ DtoEG�N ((f 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. .7, A_ �' 14 211 t, ,4 S EQ. : 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, design loads be applied to any component. and are for"dry condition"of use. Cyt. 6 Design assumes full bearing at all supports shown.Shim or wedge if lint,�y {VJ TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the necessary. i R 1 �- fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. - - 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center upon e with joint center lines. 111110111111111111 MiTPINVTCA in BCSI,copies of e USA,Inc./CompuTrus lSoftware 7.6.6ch will be (1 L)-E request. 10.IForrib sic connectorines oof plate design vlate in alues see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 8=(-203) 1261 3- 8=(-311) 222 BC: 2x4 KDDF #18BTR SPACED 24.0' O.C. 2- 3=(-1504) 329 8- 9=(-103) 834 8- 4=(-113) 492 WEBS: 2x4 KDDF STAND 3- 4=(-1318) 332 9- 6=(-248) 1261 4- 9=(-113) 492 TO LATERAL SUPPORT <= 12'OC. UON. LOADING 4- 5=(-1318)LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF ( ) 332 9- 5=(-311) 222 BC LATERAL SUPPORT <= 12"OC. UON. 6. 7=(-1500) 329 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 76 OVERHANGS: 18.0' 18.0" TOTAL LOAD = 42.0 PSF Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C1 ,CN18 (or = MiTek MT) series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -136/ 1095V -114/ 114H 5.50' 1.75 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -136/ 1095V 0/ OH 5.50" 1.75 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 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 = -0.043' @ 14'- 5.8" Allowed = 1.054" MAX TL CREEP DEFL = -0.088" @ 14'- 5.8' Allowed = 1.406' MAX LL DEFL = 0.013" @ 23'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014' @ 23'- 6.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.018' @ 21'- 6.5" 11-00 11-00 MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" 5-09-04 5-02-12 5-02-12 5-09-04 NOTE:Design assumes moisture content does T ' not exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting 6.00 M-4x6 Q 6.00 system and components and cladding criteria. 4 " Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), uv load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 m a m a 0 0 1 131 ". 4 M-3x4 M-3x4 M-3x5(S) 9 M-3x4 M-3x4 0 1. 1, y 7-06-03 6-11-11 7-06-03 y y 12-00 10-00 y y y y y 1-06 22-00 1-06 JOB NAME : 2610-B NH POLYGON - D2 Scale: 0.2513 ,5��" DPROpfi061 WARNINGS: GENERAL NOTES,unless otherwise noted: 444of/fP / 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 .9G.*S PE Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.254 compression web bracing must be installed where shown+. Incorporation of component is the responsibilty of the building designer. .,,."'" 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: 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 4094.101°Pcontinuous sheathing such as plywood sheathing(TC)and/or drywaN C. `!�'. DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requiredairedwhere shown++ M /� {C 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. "� ORElaON <t/ SEQ. : 6 054143 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 7., aNt. design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q 14 2 Ao shipment and Installation of componenbi, necessa q` 4 (- fabrication,handling, 7.Design sumes adequate drainage is provided. 4 F1 It k..11' V IIIIII VIII VIII VIII VIII VIII VIII'III'III 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center R 4 TPI/WTCA In SCSI,copies of which will be furnished upon request. does coincide with joint center Ines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For 9.Digits sicindicate size connectorplplate ae design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This IFdICesignLUMBER-BC prepared from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.5" ICOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.' TC: 2x4 KDDF k1&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. VON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12'OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M20HS,MI8HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, Truss designed for wind loads 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 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 VON. BOTTOM CHORD CHECKED FOA 10PSF LIVE LOAD. TOP - M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 1.0 01 . gAtlitill N O/— •ixf IliO 4 M-3x4 1, ), y 1-06 5-03-08 ���p RRpF��s JOB NAME: 2610-6 NH POLYGON - El Scale: 0.7460 CID IN/Fp 4, WARNINGS: GENERAL NOTES,unless otherwise noted: .q el®�E 1'� 1.Builder and erection contractor should be advised of at General Notes 1.This design Is based only upon the parameters shown and is for en Individual Truss: Eland Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component Is the responsibility of the building desi gner. P 2.Design assumes the top and bottom chords to be laterally braced at �/ ' 3.Additional temporary bracing to insure stability during construction 2'o.c,end at l0'o.c.respectively unless braced throughout their lengthby -,.+'r1la - DE$, BY: U 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++ QRI=GON v,/ 4.No load should be applied to any component until after all bracing and 4.Instellaton of truss Is the responsibility of the respective contractor. 2 SEQ. : 6054144 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, d'/�y 1 (.� design loads be applied to any component. end are for"dry condition"of use. V 6.Design assumes full bearing at all supports shown.Shim or wedge if + i TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the necessary. 0{� t b 81.0 fabdcation,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,end placed so their center ncide with 11111111111111111 MiTe SAnInc./CompuTrus BCSI,copies of which S will be furnished upon)-E request. 9. es. hes. lines connector size of platecdesignvalues see EOR-1311,EOR-1950 .hTeW EXPIRES:12/31/2015 1111 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 76 2.5=(-51) 56 3.5=(-162) 161 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2.3=(-115) 79 WEBS: 2x4 KDDF STAND 3.4=( -10) 5 LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG 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. ICOND. 2: Design checked for net(-5 gall uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" 4-11 12 0-03-12 XMAX IC PANEL LL DEFL = 0.053' @ 2'- 10.2' Allowed = 0.320" MAX TC PANEL TL DEFL = -0.050" @ 2'- 8.3" Allowed = 0.479" 12 MAX HORIZ. LL DEFL = 0.000' @ 4'- 11.8' 6.00 MAX HORIZ. TL DEFL = 0.000" @ 4'- 11.8" M-1.5x3 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), in load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. CV IglldiglgIIIII .- M O/__ 4m ,� Kral MEMOS -/ 0 M-3x4 M-1.5x3 y y y 4-11-12 0-03-12 y 1- y 1-06 5-03-08 „Q`cj PR© 4„ JOB NAME : 2610-B NH POLYGON - E2 Scale: 0.5786 (N `9 � 7 f WARNINGS: GENERAL NOTES,unless otherwise noted: 4�` n cc "'fir rf 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .92.0 P E Truss: E2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibmty of the building designer. /'` r 3.Additional temporary bracing to insure stedtity during construction 2.Design assumes the top and bottom chords to be laterally braced at ,aa�. 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 byr , i�4aa. DATE 9/9/2014 responsibilitybuilding designer. continuous sheathing such as plywoodq sheathing(TC)and/or drywa111BC, f the overall structure is the res nsibili of the 3.2x Impact bridging or lateral bracingrequired where shown++ tr 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '}9 ,,/ OREGON ( TRANS I D: 407736 (f SEQ. : 6054145fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, L 4, Nb' design loads be applied to any component. and are for"dry condition"of use. 6 <0 '7 ,�Q 2 Q 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. 7. nesessary. provided. / �R`i �... 6.This design is furnished subject to the limitations set forth by 8.Plates sn h all ll be locateumes d uoneboth facees of truss,and placed so their center 4• ch will be furnished upon lines de with int center Ines. 111111111111111111 MTe USA,InC./CompuT s I/VVTCA in BCSI,copies of i$oftware 7.6.6(1 L)E request. 10.For basicconnectoroplate design values see ESR-1311,ESR-1988(MiTek) ! 9.Digits indicate size of plate in inches. EXPIRE5;12:::15 11111IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=(-112) 82 1.4=(-51) 55 2-4=(-161) 159 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=( -10) 5 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -26/ 222V -37/ 94H 5.50" 0.36 KDDF ( 625) Connector plate prefix designators: 5'- 2.0" -33/ 212V 0/ OH 5.50" 0.34 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 001 uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.051" @ 2'- 9.4" Allowed = 0.319" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.048' @ 2'- 7.5" Allowed = 0.479" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.000" @ 4'- 10.3' 4-10-04 0-03-12 MAX HORIZ. TL DEFL = 0.000" @ 4'- 10.3' T T T NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 6.00 17 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), I load duration factor=1.8, Truss designed for wind loads in the plane of the truss only. U, N to 4 ,,lnrg_:_lMIIIMII.IMIMIMMIIEEII c, ,, 11162M 'W=0 4 --/O M-3x4 M-1.5x3 y 1, y 4-10-04 0-03-12 1 y 5-02 JOB NAME : 2610-B NH POLYGON - E3 co ,I �ROFfis Scale: 0"5359 \ y7y �ry,,(�� !� WARNINGS: GENERAL NOTES,unless otherwise noted: �� 'n f y /"'y 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual - =fff92 0 S P[.. Truss: E3 and Warnings before construction commences. building component.Applicability of design parameters and proper ,y /' incorporation of component is the responsibmty of the building designer. / 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth by , 0410.11* DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall)C). NOW,. 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 .yCC SEQ 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 1. tis S E Q. : 6054146 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L/ --4), 1 a O� design loads be applied to any component. and erefor"dry condition"of use. . A. 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 q-h' `' necessary. `Fi tis y f \„ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. rl R 1". 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111 TPIIWfCA in BCSI,copies of which will be furnished upon request. lines coincidewith jointcenter che. 9.Digitsindicatesize offpplatete in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES;12/31/2015 11111 11011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.0' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER1- (-70) 42.4e(.225) 204 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-- ) 129 1.4=(•70) 92 2.4=(•225) 204 WEBS: 2x4 KDDF STAND 2-3=( -10) 5 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: TOTAL LOAD = 42.0 PSF 0'- 0.0' -36/ 307V -52/ 132H 5.50" 0.49 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 7'- 2.0° -45/ 295V 0/ OH 5.50" 0.47 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 'on spacing.I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.215" @ 3'- 7.4" Allowed = 0.469° BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.239" @ 3'- 7.6" Allowed = 0.703" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.001' @ 6'- 10.3' 6-10-04 0-03-12 MAX HORIZ. TL DEFL = 0.001" @ 6'- 10.3• NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M-1.5x3 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=1.6, Truss designed for wind loads 6.00 in the plane of the truss only. in o) Lc, -...,- 4- �4- m 0/- M-3x4 M-1.5x3 y y y 6-10-04 0-03-12 y 7-02 JOB NAME : 2610-B NH POLYGON - E4 Scale: 0.5003 `�����0 PRj�'Oy�yfiQn WARNINGS: GENERAL NOTES,unless otherwise noted: 4Lr r / r r /C v/ C 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an Individual T. .ISL fit- T r u s s: E 4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o.c.respectively unless braced throughout their length by 4/x11 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ! '• f. 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 alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. ,i-OREGON SEQ. : 6054147 fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment, G �1 N, .`� TRANS I D• 407736 design loads be applied to any component. and are for"dry condition"of use. //� 7 • 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 [J 14 fabrication,handling,shipment end installation of components. necessary, provided. �Fi 7.Design assumes Fil 6.This design is furnished subject to the imitations set forth by 8.Plates shall be locatedonfacesis a russ,and placed so their center _•' +l ch will be upon IIIIII VIII VIII VIII VIII VIII VIII IIII IIIIMiTpeUSA,lnc./CompuT us I,copies of ISoftwaref 7.6.6(1 L)E request. 10.Forr basic coonnectoroplate design values see ESR-1311,ESR-1988(MiTek) lins coincide with jint center lines. 9.Digits indicate size of plate in inches. EXPIRES:12/31/201:5 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.! TC: 2x4 KDDF 916BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF 618,8TR SPACED 24.0" O.C. not exceed 19% at time of manufacture. WEBS: 2x4 KDDF STAND LOADING Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, veica or equal non-structural (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), vertical members (son). LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, Connector plate prefix designators: Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M2OHS,M18HS,M16 = MiTek MT series 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. 6-10-04 0-03-12 '1 12 6.007 M-1.5x3 3 —/ III III 41111 v o/- -/ M-3x4 M-1.4 5x3 y /, 7-02 sto PR OPk- J OB NAME : 2610-6 NH POLYGON - E5 Boole: D.5424CI� / WARNINGS: GENERAL NOTES,unless otherwise noted: !,); !9 s P E c 1.Builder and erection contractor should be advised of a8 General Notes 1.This design is based only upon the parameters shown and is for en individual Truss: E5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+. Incorporation of component Is the responsibiNty of the building designer. bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary 2'as end et 10'o.c.respectively unless braced throughout their length by y,/".,�►,- DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalllC). (�' DATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6054148 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �i rZ design loads be applied to any component. and are for"dry condition"of use. <0 -7 l' 1 4 °� 6.Design assumes full bearing at all supports shown.Shim or wedge If ,A✓� TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the necessary. E h p`1 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII 11111 11111 VIII VIII VIII ill IIII sw1Xch will be furnished upon request. MiTek SA,Inc./CompuTrus Software 7.6.6(1L)E r indicateeoint center Ines. UDigits of tobcrpae design values see ESR-131 1,ESR-1888(MiTek) EXPIRES:12/31!2015 INDThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.0" 'COND. 2: Design checked for net(-5 est) uplift at 24 "oc spacing.' TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF P UBTR SPACED 24.0" O.C. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main windforce-resisting DL ON BOTTOM CHORD = 10.0 PSF system and components anddcladding criteria. Connector plate prefix designators: TOTAL LOAD = 42,0 PSF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M,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 VON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 4-10 4-10 T T um-4x4 2 12 12 6.00 Q 6.00 M 0,.,_ co — {O O O /7///////////////// //////////////////////////////////////////////////////// O M-3x4 O M-3x4 4 y )' )' 9-08 1-06 JOB NAME : 2610-B NH POLYGON - F1 A o PR° t-s, Scale: 0.5555 C'�' ''''7/7//r g WARNINGS: GENERAL NOTES,unless otherwise noted: 4F '9�.6 6 PE11 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual r Truss: F1 and Warnings before construction commences. building component.Applicability of design parameters and proper e 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component is the responsibility of the building designer. �,f` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda 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.such a respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '.• DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 0 /cc��' SEQ. : 60541494.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "j' QREGt3N 'N' loadsfasteners are complete and at no time should any greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ZQ,\ 4 5.CompuTrus has no con � f TRANS I D: 407736 design loads be applied to any component. and are for"dry condition"of use.do)over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 4 14 fabrication,handling,shipment and installation of components. 7.Design ssumes adequate drainage is provided. ' 'R F3`0 6.This design is furnished subject to the Bmltations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 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 qt&BTR SPACED 24.0' O.C. 2-3=(-28) 90 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -126/ 376V -7/ 58H 5.50' 0.60 KDDF ( 625) 1'- 10.9' -145/ 190V 0/ OH 1.50" 0.30 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 10'- 0.0" 0/ 79V 0/ OH 5.50" 0.13 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 ssf) uplift at 24 'oc soacing.' 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 IC PANEL LL DEFL = 0.005" @ 1'- 0.8' Allowed = 0.097' MAX TC PANEL TL DEFL = -0.009" @ 1'- 1.5' Allowed = 0.145' MAX BC PANEL LL DEFL = 0.028' @ 4'- 4.6" Allowed = 0.450' MAX BC PANEL TL DEFL = -0.202' @ 5'- 10.2" Allowed = 0.600" MAX HORIZ. LL DEFL = -0.000' @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000' @ 1'- 10.9" 1-11.11 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 6.00 17 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 -/ FAM o ..- o,,,_ o� Xa 0 1 M-3x4 1, 1, y 1-06 (PROVIDE FULL BEABING'Jts:2.3.41 10-00 ,ftp PROPe; ,IGINEpt,s JOB NAME : 2610-6 NH POLYGON - J1 Scale: 0.5997 �c•"q/ zti / � WARNINGS: GENERAL NOTES,unless otherwise noted: 44 Q- T.(�'u�!ll�!!!D 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 �1' Truss: J1building component.Applicability of design parameters and proper ! /,- 41111,X#.*''and Warningsmpess before construction commences. P ty .^ �r " 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibilty of the building designer. 3.Additional temporary bracingto insure stabil duringconstruction 2.Design assumes the top and bottom chorda to be laterally braced et fid po ry stability 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggt�h by r�llq- DES. BY: LJ 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++ OREGON �(4. 4.No load should be appled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6 05 4150 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 1_ design loads be applied to any component. and are for"dry condition"of use. T TRANS I 0: 407736 5.CompuTrus has no control over and assumes no responsibility for the e.oecessa sumer full beefing at all supports shown.Shim or wedge if LIQ 1 44 cO C�P fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. rl.n. L - 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ch ll be furnished n ines coincide with joint center Rnes. 111111111111111111111111111111111111111111 MTiTPI/WTCA in BCSI,copies of e USA,Inc./CompuTrus(Software 7.6.6(1L)-E request. 10.IFor sicco ectorof plate desiglate in n values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/201'5 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 TC: 2x4 KDDF #1$BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 1.2=( 0) 76 2-4=(0) 0 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 OVERHANGS: 18.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -68/ 442V -15/ 88H 5.50" 0.71 KDDF ( 625) 3'- 10.9' -191/ 167V 0/ OH 1.50' 0.27 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 10'- 0.0' 0/ 84V 0/ OH 5.50" 0.13 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL AEOUTAEMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX EP DEFL = 0.014" @ -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. 3-11-11 Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 1 v O ci el O..,- c.)/-o - X 4 M-3x4 J, y y 1-06 'PROVIDE FULL BEARING:Jts:2.3,41 10-00 vatJOB NAME : 2610-B NH POLYGON - J2 Scale: 0.4872 ��� 47/7/117 � ryR�`�L7p�`. . WARNINGS: GENERAL NOTES,unless otherwise noted: ��Gr� t J ! / rf 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual ^� •PE "3r,,, T r ii s s: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+• Incorporation of component is the responsibility of the building designer. DES. BY: LJ 3.Additional temporary bracing to insure stabiity 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 at 10'o.c.respectively unless braced throughout their length by 41' ty continuous sheathing such as plywooding(TC)and/or drywal C). DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : 60541514.No load should be rippled to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. Y A Q REG ,, loadsfastenets are complete and at no time should any greater than 5.Design assumes trusses are to be used in a non-corrosive environment, f N '7I TRANS I D: 407736 design loads be applied to any component. and are for"dry condition"of use. /� responsibility for the 6.Design assumes full bearing al all supports shown.Shim or wedge If SJ 1 4 �' 5.CompuTrus hes no control over and assumes no responsibility fabrication,handling,shipment and Installation of components. necessary.7. provided.s t� 6.This design is furnished subject to the imitations set forth by 8.Platesshallbe locatassumes ed on botate h facesiof truss,and placed so their center n �"• IIIIII VIII VIII VIII VIII VIII VIII'III'IIIMTek USA,Incin JCO puTrusI,copies of 'Software 7.6.6(1 L Ech v4I1 be furnished ^request. 10.For asic coonnectoroplate design values see ESR-1311,ESR-1988(MITek) lines coincide with jint center lines. B Digits indicate size of plate In Inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0,0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1.2=1 0) 76 2.4=(0) 0 BC: 2x4 KDDF k18BTR SPACED 24.0" O.C. 2.3=(-92) 86 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+pL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 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,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (COND. 2: Design checked for net(-5 psfl uplift at 24 "oc apacin%.l REOUTAEMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR IOPSF 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 = 0.800° MAX HORIZ. LL DEFL = -0.000' @ 5'- 10.9' MAX HORIZ. TL DEFL = -0.000' @ 5'- 10.9' NOTE:Design assumes moisture content does 5-11-11 not exceed 19% at time of manufacture. f '( Design conforms to main windforce-resisting system and components and cladding criteria. 12 6.007' 0 -/ 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, Truss designed for wind loads in the plane of the truss only. v 0 c; Co o,,,- ' 10---='!14 cp M-3x4 y J, 10 00 i 1-06 (PROVIDE FULL BEARING:As:2.3,4 tO PROF', JOB NAME : 2610-6 NH POLYGON - J3 Scale: 0.4872 w4�� 1N $� >° WARNINGS: GENERAL NOTES,unless otherwise noted: 4' '90P c' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: J 3 2.2x4 compression web bracing must be installed where shown*. Design assumes of component is the responsibility to of the building designer. W 2.Design the top and bottom chords to be laterally braced at 4)� .41111111.. 3.Additional temporary bracing to insure stabiity during construction 2'o.o,and at 10'o.c.respectively unless braced throughout their le by ,,/.+�sr, DES. BY: U is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -et Cc DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown it+ 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. •,ty-d 2 hit, S E Q. : 6054152 fasteners are complete and at no time should any bads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, �/^ 7 1 aN end are for"dry condition"of use. V design loads be opoto any aassut. 6.Design assumes full bearing at all supports shown.Shim or wedge If y. ` TRANS I D: 407736 5.CompuTra hes no control over and assumes no responsibility for the necessary. C{� {,� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is famished subject to the Irritations sat forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111110111 TPI/WTCA In BCSI,copies of which )orequest. MITe USA,lnc/CompuTrus Software 7.6.6(1Lf lines of nnctorplte design values see ESR-1311,ESR-1988(Welt) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF k18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 76 2.5=(-167) 267 3.5=(-310) 193 BC: 2x4 KDDF N18BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2.3=(-368) 172 3-4=( -58) 27 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 18,0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 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) 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.) BOTTOM CHORD CHECKED FOR 1OPSF 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° I MAX HORIZ. TL DEFL = 0.003" @ 9'- 8.3" 12 NOTE:Design assumes moisture content does 6.00 0not exceed 19% at time of manufacture. Design conforms to main windforce•resisting M-1.5x3 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), 4r« load duration tactor=1.6, Truss designed for wind loads .- in the plane of the truss only. cp4 M O� V V w c?/-c?/- ca ....-="1 ��5 M-3x4 M-1.5x3 y y 1, 1-06 'PROVIDE FULL BEARING:Uts:2,4.51 10-00 0 PRo, JOB NAME : 2610-B NH POLYGON - J4 /...- „451. � IN 6' ^ Scale: 0.4872 CJ WARNINGS: GENERAL NOTES,unless otherwise noted: -57 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4 . ..9/'- PE 1-- 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 construction2.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 Z o.c.and at 10'o.c.respectively unless braced throughout their length by r DATE: 9/9/2014 the overall structure Is the responsibilityof the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywatl(BC). 9 3.20 Impact bridging or lateral bracing required where shown++ • 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "}'9 OREGON ,((r SEQ. : 6054153 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, / ���..i..."� design loads be applied to any component and are for"dry condition"of use. TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibIl ty for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q 14 le fabrication,handling,shipment and installation of components. necessary. provided.s A P n`i 6.This design is furnished subject to the Imitations set forth by 8.PPlatesnshall be locateddassumes uoneboth faces drainage i of truss,and placed so their center `�/ +l b ch w lines int center lines. IIIIII1VIII VIII VIII VIII VIII VIII 101 IIII l be furnished MITTpI/WTCA in BCSI,copies of e USA,Inc./CompuTrus(Soft(ware 7.6.6(1 L)En request 10.For basic code with nnectoroplate design values see ESR-1311,ESR-1988(MiTek) 9.Digits Indicate size of plate in Inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTA LOAD DURATION INCREASE = 1.15 1.2=( 0) 76 2.4=(0) 0 BC: 2x4 KDDF Al&BTR SPACED 24.0" O.C. 2.3=(-67) 15 TC LATERAL SUPPORT <= 12°OC. VON. LOADING BC LATERAL SUPPORT <= 12"OC. VON. 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 psf) uplift at 24 'oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013' @ -1'- 6.0' Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" 1-11-11 MAX BC PANEL TL DEFL = 0.002' @ 1'- 0.1' Allowed = 0.067" T f MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9' MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9' 12 6.00 I .. NOTnotEexxceedn19%sates timeiofumanufacture. Design conforms to main windfarce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. (' o M os- v 1/1 o/- p 41110--=-1.111.1.1 -/ 0 M-3x4 ; y 1, 1-06 2-00 'PROVIDE FULL BEARING:Jts:2.4,31 st,��„ a PR Qpfi�'1S JOB NAME : 2610-B NH POLYGON - SJ1 Scale: 0.6958 ”/91ip'C WARNINGS: GENERAL NOTES,unless otherwise noted: ±C�"L®!(-G 1"r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual Truss: SJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at � ' 2'o.c.and at 10'o.c.respectively unless braced throughout their length by " , DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). CC DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown++ QRECiON (i 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 605415 5 fasteners are complete and at no time should any beds greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, �i ,L �� . design loads be applied to any component. and are for"dry condition"of use. A 7 1 A �� S' 8.Design assumes full bearing at all supports shown.Shim or wedge If /tq TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the necessa '�#�y fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R LA- 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII Jwhich will request. 9.MTe USA,Inc./CompuTrus Software 7.6.6(1L)E lines coincide rFForrbtecto plate design values see ESR-1311,ESR-1988(MITeW EXPIRES:12/31/2015 11111IIIIIII 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 N1&BTR SPACED 24.0" O.C. 2.3=(-73) 30 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0' 0.0" TOTAL LOAD = 42.0 PSF O'- 0.0" -115/ 440V -15/ 88H 5.50' 0.70 KDDF ( 625) Connector plate prefix designators: 1'- 9.2" -52/ 60V 0/ OH 5.50' 0.10 KDDF ( 625) C,CN,C18,CN18 or no prefix) = LL = 25 PSF Ground Snow (Pg) 3'- 11.7' -44/ 94V 0/ OH 1.50" 0.15 KDDF ( 625) ( p CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 gsf) uplift at 24 'oc spacing.' 12 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 6.00 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 19% at time of manufacture. Design conforms to main windforce•resisting system and components and cladding criteria. o Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), at load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. V) v 111 0 c:,` 2111110- 11 4�/ M-3x4 , ), ), y 1-06 2-00 1-11-11 AQuaLuu.AleuttcatiajAl JOB NAME : 2610-B NH POLYGON - SJ2 Scale: 0.7754 w,_�'0 0� PN ape. 4. WARNINGS: GENERAL NOTES,unless otherwise noted: JV - (!]lr��t 1p �. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual i 9 •0 i�E 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. y/ 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'an.sucha respectively unless braced throughout their length by DATE: 9/9/2014 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood required sheathing(TC)and/or drywal C). `! ', P tY g 9 3.2x Impact bridging or lateral bredng where shown++ fir SEQ. : 60541564.No load should be applied to any component until after an bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON ,(v fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �� � design loads be applied to any component. and ere for"dry condition"of use. / q 43 TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility forthe 6.Design assumes full bearing at at supports shown.Shim or wedge If O 1 x1 P fabrication,handling,shipment and Installation of components. necessary. provided.s A��PIR`i 6.This design Is furnished subject to the Irritations set forth by B.Platesnshall be locassumes ateduoneboth drainage faces of trss,and placed so their center '�! !l L IMO VIII 1110 11111(IIII VIII IIII IIII I,copies of whch will be furnished upon MTB USA,lnCSCompuT us iSoftware 7.6.6(1 L)E request. 10.Forasic coonn ctoroplate design values see ESR-1311,ESR-1888(MiTek) lines coincide with jint center Ines. 9.Digits Indicate size of plate in Inches. 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 81&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF 81&BTR SPACED 24.0' O.C. 2.3=(-104) 47 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0' 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -95/ 431V -22/ 119H 5.50" 0.69 KDOF ( 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 'GOND. 2: Design checked for net(-5 psfl uplift at 24 "on spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX 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 7MAX HORIZ. LL DEFL = -0.001' @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001' @ 5'- 10.9" NOTE:Design assumes moisture content does ') not exceed 19s 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, Nr Truss designed for wind loads c; in the plane of the truss only. M O/- 4. Mil 4► M-3x4 I I I I 1-06 2-00 3-11-11 'PROVIDE FULL BEARING:Jts:2.4.3I ,<(,P•O PRoppss JOB NAME : 2610-B NH POLYGON - SJ3 Scale: 0.6290 �:� 4 <tr� Ipp1rr��,7t l"l / '9 WARNINGS: GENERAL NOTES,unless otherwise noted: vt �PE �'" 1.Builder and erection contractor should be advised of as General Notes 1.This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component.Applicability of design parameters end proper Truss: SJ 3incorporation of component is the responsibility of the building designer. 2.2z4 compression web bracing must be installed where shown+, 2.Design assumes the top end bottom chords to be laterally braced at �/ 3.Additional temporary bracing to Insure stability dudng construction 2'o.c.and at 10'o.c,respectively unless braced throughout their lenggth by ,,,,f.,�Ime m DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). 44. DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ OREGON ((f SE /� 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. b S E Q. : 6 05 4157 fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, f, ,. „4,'k' design loads be applied to any component and arefor"dry condition"of use. ' {� TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the 8.Design somas full bearing at all supports shown.Shim or wedge if ��� 7 1b4 O C S fabrication,handling,shipment and installation of components. 7.Design sumes adequate drainage is provided. 04 n it,' 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPI/WTCA in SCSI,copies of which furnished upon request. lines coincide with Joint center Ines. MITe USA,Inc./CompuTrus Software6.6L)E 10.Digits of For basic cotectorplate design values see ESR-1311,ESR-19W(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #18LBTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(•138) 63 TC LATERAL SUPPORT <= 12"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: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 7'- 11,7' -90/ 193V 0/ OH 1.50" 0.31 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IOC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -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" 3 MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 12 NOTE:Design assumes moisture content does 6.00 ') not exceed 19% at time of manufacture. Design conforms to main windfarce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. v 0 4 C., O/- 4 la O� 1 M-3x4 y y y 1, 1-06 2-00 5-11.11 (PROVIDE FULL BEARING:Jts:2.4.31 JOB NAME : 2610-B NH POLYGON - SJ4 ������ PN ofi�ss, Scale: 0.5260 co, ' I!7 r WARNINGS: GENERAL NOTES,unless otherwise noted: w (1 A/f7 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 '' .921.IPE {'' Truss: SJ 4 and Warnings before construction commences. building component.Applicability of design parameters and proper/ 2.204 compression web bredng must be installed where shown+, incorporation of component is the responsibility of the building designer. r✓ DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length is the responsibility of the erector.Additional permanent bracing of QQ b`/ DATE: 9/9/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). P tY 9 4.In2Impact bodging or erel bowing required where shown++ OREGON t(/ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 605415 8 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, y 2Q�� design loads be applied to any component. and are for"dry condition"of use. / TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes lull beating at as supports shown.Shim or wedge if LJ 7 4 fabrication,handling,shipment end Installation of components. necessary. provided.s A.� R n`t- 6.This design is furnished subject to the irritations set forth by 8.Plates shall be locatedn assumes adequate both faces of of r ,and placed an their center 'y! f-1 t v upon lines 1111111111111111111 M'ITTekUSA Inc./CompuTrus SoftwCA in SCSI,copies of which are 7.6.6l be (1L)-E request. 10.For basic code with joint center lines. nnector plate design values see ESR-1311,ESR-1868(MlTelq 9.Digits Indicate size of plate in Inches. EXPIRES:12/31/2015