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Plans (24) /4 4 FA - Or/ ,c** MiTek MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL13-290_UP_H Fax 916/676-1909 2610 BC The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R42684373 thru R42684384 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. �(REp PROpts � ��atNF�c 1p�9 87 2PEIsst <' 43).; OREGON q5) ,.., Vit'©OBER \ © S A. HE EXPIRES:06/30/2015 August 25,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply 2610 BC R42684373 PL13-290_UP H F01 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:38 2014 Page 1 ID:_egh?ekl p1 OgFEQgnUal oSyJt2m-xz3lNiD3wNn_Oyv15i5aF?3Xj?yGp7nF6fznNMykJbR I 2-6-0 I 9-5-4i 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= 3x5= 3x4= 1 2 3 4 5 6 7 8 9 10 • • :if e _ _ i • e `v \ N de O • 1 17 16 15 14 13 12 3x4= 3x8= 3x4= 3x8= 3x4= 8-10-12 14-5-12 I 8-2-42 P-5-12 I 13-3-12 1p-to-121 I 16-9-12 I 8-2-4 o- 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],[9:0-1-8,Edge],(16:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/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 Ina YES WB 0.67 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:76 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.18Btr(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, 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.CompJMax.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 tiRcO PR Qp GINE uz 2v ,c 870 2PE 7 41>�REGO o<u,' t A. HE A EXPIRES:06/30/2015 August 25,2014 1 f ®W.4J(14I,r/a-Vur/tydesfga pararamers ad REAL f TES CH THIS AM)MAILED HITEK REFERENCE ME 34d}.7473 mx i/25/201$BERH(EUISE _ Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �,!f 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 •!QR.* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek fabrication,quality control,storage,defvery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,006-89 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 Southernpinet5.p)hsm3s•v iscifred'.,the designvalues are those r#ective 1100sf2O1:3 byALSC Job Truss Truss Type Qty Ply 2610 BC R42684374 PL13-290 UP H F02 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:39 2014 Page 1 ID_egh?eklp1OgFEQgnUaloSyJt2m-P9d7b2Ehhhvrd5UUeQcpoDbmgPMtYcgOLJiKwoykJbQ 11-0-0 I 10-9-411 1-2-0 11 1-8-8 I1 1-9-0 11 1-2-0 II 1-4-4 I1 1-6-0 1 1-6-0 I Scale=1:32.7 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 s: s•, II ,..1 0. 11. ee e e - -e 2T 26 25 24 23 22 21 20 19 18 17 3x4= 4x5= 3x5= 3x5= 3x4= 3x6= 3x8= 3x4= 9-5-12 14-5-12 I 5-3-12 .10-121 1 13-3-12 1?-10-1 1 19-2-8 I 8-3-12 0-7-0 0-7-0 3-10-0 0-7-0 0-7-0 4-8-12 Plate Offsets(X,Y): [10:0-1-8,Edge],[12:0-1-8,Edge],[13:0-1-8,Edgel,[23:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 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 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 27=839/0-4-4 (min.0-1-8),17=839/Mechanical FORCES (Ib)-Max.CompJMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1522/0,3.4=1522/0,4-0=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. ��ED PR O,Fer,, uxs LOAD CASE(S) Standard Ca �G]N4. /, 144 -7 ,k' 87022PE r -y to r" �'6), OREG•N tI Q 'C' .6'4ER11 Pte ' ' k HS ' EXPIRES:06/30/2015 August 25,2014 t t A(tARIIING-Verify,des:(araiameerssariREAP ACME GYMS AND MIMED H1IEKREFERENCEPAGE f/7.7473ret I/29/7 4i0Rt N 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 T is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding -- fabrication,quality control storage,delvery,erection and bracing,consult ANSI/IP11 Qualify Crffede,DSS-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 tr5auslle€e PirldE ISP)tuarthcf is specified,the designsusaaras are thosa e4festiva 96/02fzGs:3 by MSC Job- Truss Trust Type Qty Ply 2610 BC R42684375 PL13-290_UP H F03 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:39 2014 Page 1 ID:_egh?eklp1OgFRao nUaloSyJt2m-P9d7b2Ehhhvrd5UUeQcpoDbraPV YjiOLJiKwoykJbQ I 1-3-15 I I 1-2-0 1 1 0-5-1 1 2-6-0 I Scale=1:11.4 3x4= 1 1.5x3 II 2 3 1.5x3 II 4 3x4= 5 1.5x3 II • e — L 0 N 1.5x3 II 3x4= 9 6 7 6 3x4= 3x4= I 1-6-15 1 2-1-15 1 2-8-15 2110- 5-11-0 I 1-6-15 0-7-0 0-7-0 0-1 3-0-9 Plate Offsets(X,Y): 12:0-1-8,Edgei,(7:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl 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 Ina 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 (Ib)-Max.CompJMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-317/0,34=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 `<-p,EO PROF, ' 870 2PE _ r. or y �4>,OREGON cid©�// �L� ��BER 1� � `� A. HER EXPIRES:06/30/2015 August 25,2014 1 t ®WA(NIMS-Verify dcsignpaw mrsardREAP ANTESOHTHIS AND MIXED HfTEKREFEREi;KEPAGE NTT 7473rea1/28/20PdBR:MEUSE . Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. 11/111 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 stabitty during construction is the responsibillity of the . - - erector.Additional permanent bracing of the overall structure u the responsibility of the building designer.For general guidance regarding IY1 1 ._ fabrication.quality control storage.delivery,erection and bracing,consult ANSI/IPI1 Qualify Criteria,DSI-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 ft Smatterer Mee(SP)Lumber isopesii+ad.she design vetoes areshore effective is/2011 toy MSC Job Truss Truss Type Qty Ply 2610 BC R42684376 PL13-290_UP_H F04 FLOOR 5 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:40 2014 Page 1 ID:_egh?eklp1OgFEQgnUaloSyJt2m-uLBVoOFJS_1iFF3hC782KQ8?NpsoHBhYazSuSEykJbP 2-2-4 I 1 3x4= 2 1.5x3 II Scale=1:8.8 0 0 N N r C r Y � Y C 4 3 1.5x3 II 3x4= 2-5-4 2-5-4 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) 0.00 4 "••• 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.02 Vert(TL) -0.00 3-4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:12 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-5-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(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 co ‘AG NEfi'' 87022PE 9f -0d,OREGO ~Z55 Q�v ` A. HEA EXPIRES:06/30/2015 August 25,2014 r a ®wARf5l d3-Verify design parxxlsflrrs srtd READ JMIES ON TIM ANG MIXED tXED dIIEN REFERENCE PAGE HIS 7473 me 1,/25/2149 AEUSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. 1 Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,defvery,erection and bracing,consult ANSI/TP11 Quatly Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 RSauahernPiize15P)Mmitzrisepacgact.thedesignvelsResarehraseetfactive 101/201.0 byAL.S1: Job Truss Truss Type Qty Ply 2610 BC R42684377 PL13-290_UP H F05 Floor 2 1 ,Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:41 2014 Page 1 ID:_egh?eklp1OgFEQgnUaloSyJt2m-MXItokGxCIAZtPetmgfHteg5?C2VOTBhocBR_hykJbO 11-0-0 I 113r8A-1 11-2-0 I I 1-5-8 I I 2-0-0 11 1-2-0 1 1 2-3-8 I 2-0-0 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 e e e e o e ,1 24 23 22 21 20 19 18 17 3x4= 4x5= 3x5= 3x5= 3x4= 3x6= 3x5= 3x4= 9-5-12 14-5-12 I 8-3-12 Brill-12i I 13-3-12 1}-10-1 1 19.64 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,Edgel,[17:0-1-8,Edge),[21:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Vdefl 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 i BCLL 0.0 Rep Stress Inc( YES WB 0.75 Horz(TL) 0.07 16 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:92 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(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=-107/0,8-21=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 cc 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. OD P R OPe LOAD CASE(S) standard c ' ,�G(NEfiy9 �©* 87022FE N 7 SAT GREG N tiQ©A °Os BER -" P� ` A. Heck EXPIRES:06/3012015 August 25,2014 8 r A l#AkN% Verify design parameters and REAP NN2FS ON THIS AND I/TUDE4 Mf7EXtsEFLERSMT7 SAGE 1411-7473 sex.t/29/2924 BERINEt}5£ Design valid for use only with Mitek connectors.This design is based only upon parameters shown.and is for an individual building components Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTele is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the IVlT ek� erector.Additional permanent bracing of-the overall structure is the responsibility of the building designer.For general guidance regarding IY[ 1 fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/T911 Qualfy Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP)lieriber It specked„the things values are there effeetisre 06/05/2013 by Alec - Job Truss Truss Type Qty Ply 2610 BC R42684378 PL13-290 UP H F06 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:42 2014 Page 1 ID:_egh?eklplOgFEQgnUaloSyJt2m-gkJGD3GazcIQUZD3KYAWQrDG?cNUIzTr1Gx W7ykJbN 11-0.0 1 FOAL'1 1-2-0 II 1-8-8 11 1-9-0 II 1-2-0 I I 1-5-8 11 1-6-° I 1.6.0 I Scale=1:32.9 4x4 = 3x4= 3x4= 3x4= 3x4 = 3x4= 3x4= 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 e e e / / 11\s,. \ �\e • o e o \o lai e e o 26 25 24 23 22 21 20 19 18 17 3x4= 4x5= 3x5= 3x5= 3x4= 3x6= 3x8= 3x4= 9-5-12 14-5-12 I 8-3-12 110-121 1 13-3-12 1_10_9 I 19-3-12 1 8-3-12 0-7-0 0-7-0 3-10-0 0-7-0 0-7-0 4-10-0 Plate Offsets(X,Y): 110:0-1-8,Edgel,112:0-1-8,Edge],[13:0-1-8,Edgel,[23:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.46 Vert(LL) -0.30 21-22 >768 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.47 21-22 >491 360 BCLL 0.0 Rep Stress Ina 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=2676/0,6-7 437/0,7-8=3437/0, 8-9=-3834/0,9-10 834/0,10-11=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=0/2149,2425=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, 425=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. <Otp PR Oi-e,„rt LOAD CASE(S) Standard 4 Co INE 9 1oI, 4' .8 s 2PE (1' i ry - ->,OREGO ti?Qitt Is 0 �'4i8ER A,' A. HER EXPIRES:06/30/2015 August 25,2014 i 8 AliMRNifiC Verify dcaignpram rrrsaxiREABWMSOM NISAt LUEOiit ED MIMIC REFERENCEPAGEM117473mc1/25124I4 PEWUSE upononly parameters shown,and is for an individual buildingcomponent. App is valid for use only with et MiTek connectors.i This designis basedfcomponent c _ 1111111 Applicability of design parameters and proper incorporation of 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 'TQK* 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 QuaSly Criteria,051-89 and BCSI BuBding Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Sheet.Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 ff5outlnern Pi-netsa)lumber is rified,the-designeaa r are xffecn„.+Sef03 2101.3 byALSC Job Truss Truss Type Qty Ply 2610 BC R42684379 PL13-290 UP_H F07 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:42 2014 Page 1 ID:_egh?eklp1OgFEQgnUaloSyJt2m-gkJGD3GazcIQUZD3KYAWQrDLNcV013Dr1Gx W7ykJbN I 0-9-12 I 2-6-0 Scale=1:11.9 1 3x4= 21.5x3 II 3 3x4= 41.5x3 II e 0 A N e,......._ e 3x6= 7 6 1.5x3 II 3x4= I 6-2-4 I 6-2-4 LOADING(psf) SPACING 1-7-3 CSI DEFL in (toe) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.00 5-6 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.14 Vert(TL) -0.06 5-6 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:29 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 7=267/Mechanical,5=267/0-4-4 (min.0-1-8) FORCES (Ib)-Max.CompJMax.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 k(0"0, 0 PR OpE`',51 cCa' fGNGIN�F9 spy 87022P� s- i 7 �'6j, OR GON ti�44/ 'P '48ER \\ P' A. HE EXPIRES:06/30/2015 August 25,2014 t $ A 65ARN7M9-Vent}design raramemrs and READ WITS ON THU AND IM1I/SED id77EK REFERENCE PAGE M77 7473 me:1</28/2&t14 I7. 't .. �' Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction Is the responsibility of the ■A�T®'`+ erector.Additional permanent bracing of the overall structure is the responsibility of the buildingit/t designer.For general guidance regarding 1 R fabrication,quality control.storage.delvery,erection and bracing,consult ANSI/1111 Qualify Criteria,DSB-89 and BCSI Betiding 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 Seuttaese 1+ine$,SP)lxrmtzsr is epeciliad,the design vetoes are?hare a#eseive 06/01/201.3 hyMSC Job Truss Truss Type Qty Ply 2610 BC R42684380 PL13-290_UP H F08 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MTek Industries,Inc.Mon Aug 25 09:49:43 2014 Page 1 ID_egh?eklp1OgFEQgnUaloSyJt2m-IwseRPHCkvQH6joGtFhly3mSvOnLUQu GwgY3ZykJbM 1 1-0-0 1 .11 1-2-0 11 1-8-8 11 1-9-0 I I 1-2-0 I I 1_5.8 I I 1-6.0 1 1-6-0 1 Scale=1:32.8 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 e e e % e e o - e - -41, 2 26 25 24 23 22 21 20 19 18 17 3x4= 4x5= 3x5= 3x5= 3x4= 3x6= 3x8= 3x4= 14-5-0 I 8-3-0 p-f 9-0 5-0 I 13-3-0 13-19-01 I 19-3-0 I 8.3.0 0-7-0 7-0 3-10-0 0-7-0 0-7-0 4-10-0 Plate Offsets(XX): [10:0-1-8,Edge),(12:0-1-8,Edge),[13:0-1-8,Edge1,[23:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.21 20-21 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.42 Vert(TL) -0.33 20-21 >705 360 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:93 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400E 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=-1525/0,34=-1525/0,4-5=2663/0,5-6=-2663/0,6-7=-3417/0,7-8=-3417/0, 8-9=-3816/0,9-10=3816/0,10-11=3806/0,11-12=3806/0,12-13=3114/0, 13-14=2070/0,14-15=2070/0 BOT CHORD 26-27=1776/0,25-26=-647/0,24-25=0/601,23-24=0/1097,22-23=0/1216,21-22=0/1216, 20-21=0/684,19-20=0/684,18-19=0/684,17-18=1471/0 WEBS 9-23=-284/0,12-20=274/0,13-19=0/311,2-27=1155/0,2-26=0/980,4-26=-884/0, 4-25=0/711,6-25=612/0,6-24=0/444,8-24=-418/0,8-23=0/500,12-21=0/900, 11-21=264/0,10-21=106/282,15-17=1412/0,15-18=0/1076,13-18=1269/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Non Standard bearing condition. Review required. 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ti�E) PRo . 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 1S be attached to walls at their outer ends or restrained by other means. �cNAGI N E-9 1�9 LOAD CASE(S) Standard 2 8 S 2PE , " 1 Nf '7 �'o° OREGO c)©to FMBE'R1\ N'' Os, A HE NP EXPIRES:06/3012015 August 25,2014 4 ®1TARNIM3 Verity deviyn paranielars and READ ICIER Cff THIS AM(?CIOP,ED trffl EK REFERENCE PAGE HU 7473 MS.1/19/2U RfOREUSE Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. X�■111 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'le * - -- -erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding - - IKE fabrication,quality control storage,delivery.erection and bracing,consult ANSI/TPI1 QuaBly CrIteda,DSI-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 llkeuxlse€n Pine I'')lumber is;pet"ffied,the sledge voices are those efferent*06/03/201:3 byA SC • Job Truss Truss Type Qty Ply 2610 BC R42684381 PL13-290_UP_H F09 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:44 2014 Page 1 ID:_egh?eklp1OgFEQgnUaloSyJt2m-m6Q0eIIgVDY8ktNSRzC_VGIhsQBuDzo8VaQ5b?ykJbL I 0-8-4 I I 2-6.0 I Scale=1:11.6 1 3x4= 21.5x3 II 3 3x4= 41.5x3 II . • N e J 3.6. 7 6Sf*' 1.5x3 II 3x4= I 6-0-12 I 6-0-12 LOADING Oast) SPACING 1-7-3 CSI DEFL in floc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.00 5-6 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.14 Vert(TL) -0.06 5-6 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.18 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 (lb)-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 tiRFD PRQ,rfis 87022PE <` N " 70 t AT OREG$N ctb QAC/ O 4,1 BER BER \\ C.3S & - H ? EXPIRES:06/30/2015 August 25,2014 i I ®Me -Ver't}r deign,paraamersandREAD tCTES 0%1MIS AND matzo Miraf(EFER`RENCEA4SEH177413rex1,29/2014Bt R£tUSE .... Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of theiT�lyA erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding _.- . _. R . 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify C.tteda,DSI-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Informalion available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 eked/sere Pine OM Lumber is specified,tfiedesignsalsas ace Chore 06/£31/2013 byAtSC 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 0,.��� ID:_egh?ekl piOgFEQgnUal oSyJt2m-EJ_Or5JSGXg?MOye?gjDl Urj_gO?yGbHjE9f7SykJbK 1 1-0-0 10-11-4 II 1-2-0 II 1-9-0 ii 1-8-8 ii 1-2-0 17m I 1-3-0 1 Scale=1:33.5 4x6= 4x5= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 4 et, a \o7 No/ Nal. //k\\t\1\\:2 \o/ Ne N e a el 2 26 25 24 23 22 21 20 19 18 3x4 = 4x5= 4x8= 3x5= 3x5= 3x5= 3x8= 3x4= I 2-2-4 12-9-43-4-41 7-2-4 17-9418441 19-8.0 I 2-2-4 0-7-0 0-7-0 3-10-0 0-7-0 0-7-0 11-3-12 Plate Offsets(X,Y): (4:0-1-8,Edge),16:0-1-8,Edge),17:0-1-8,Edge),126:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl L/d 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) -0.5621-22 >417 360 BCLL 0.0 Rep Stress Ina YES WB 0.79 Horz(TL) 0.07 17 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:94 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=859/0-4-4 (min.0-1-8),27=859/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1933/0,3-4=1933/0,4-5=-3238/0,5-6=-3238/0,6-7=-3797/0,7-8=4014/0, 8-9=-4014/0,9-10=3872/0,10-11=3872/0,11-12=3166/0,12-13=3166/0, 13-14=1879/0,14-15=-1879/0 BOT CHORD 26-27=0/857,25-26=0/1933,24-25=0/1933,23-24=0/3797,22-23=0/3797,21-22=0/3797, 20-21=0/4005,19-20=0/3586,18-19=0/2590,17-18=0/1015 WEBS 3-26=-754/0,4-25=379/0,7-22=288/0,4-24=0/1512,5-24=282/0,6-24=806/0, 15-17=1295/0,15-18=0/1104,13-18=-908/0,13-19=0/734,11-19=537/0,2-27=1200/0, 2-26=0/1554,11-20=0/365,8-21=258/0,7-21=0/611 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)27. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. , t1) PR OFps rt LOAD CASE(S) Standardc23. t ,AG1 N vz, 444 -9 z 870 2PE r ir yN ,� �'"Q), OREGON �t/ t7A'MBE`R .\ 13 va EXPIRES:06/30/2015 August 25,2014 f _ f ®worm-Verity dcx/gn;warmers sod READ WITS CMWN:SAND I7CSt7L£51417£KREFERENCE PAGEMIF7473me1.125/X1&DtE2.4Eff 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 responsibiltify of the /r'�[��* - - erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. IMB For general guidance regarding B fabrication,qualify 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 €fSout ern sine )tuma 1g specified,the desire vetoesares effective t OS/OS/201 0 y ALsc Job Truss Truss Type Qty Ply 2610 BC R42684383 PL13-290 UP H F11 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:46 2014 Page 1 ID:_egh?eklp1OciFEQgnUaloSyJt2miVYm3RJ41goszAXrZOESahOuuDhNhlhQyuvCfuykJbJ I 2-6-0 P"5-41 1 1-2-0 1 1 0-11-8 1 1 1-2-0 I I 1-11-4 I Scale=1:28.3 3x5= 3x4= 3x4= 3x5 = 3x4 = 1 2 3 4 5 6 7 8 9 10 • • / • e • e _ — 1144444444.4444! a eit." -el e e 1p 1 17 16 15 14 13 12 4a(� 3x4= 3x8= 3x4= 3x8= 3x4= 8-10-12 145-12 I 8-2-4 8-31-2 -5-12 1 13-3-12 1p.l0-121 1 16-8-0 I 8-2-4 0-h 0-7-0 3-10-0 0-7-0 0-7-0 2-2-4 0-7-0 Plate Offsets(X,Y): 16:0-1-8,Edge),18:0-1-8,Edgel,19:0-1-8,Edgel,116:0-1-,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.72 Vert(LL) -0.27 13-14 >734 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.91 Vert(TL) -0.42 13-14 >469 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:76 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.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 <CCo I' PR QpF6''1 mac` �Nt'(NE fig ,��'� 87022P 1- i 7 SAT OR GON ti?©,, 'O AMBER \\ " A. H4�P EXPIRES:06/30/2015 August 25,2014 1 r ®NARs€L .Ve: *lip Famine mrs aa-i REAP!DIES Wren:1Hrc man Efz$7TE!f SSE€ESEMT PAGE MIT 7 473 cmc 1129120/4 DEMME Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. e Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the ® 'Tek* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding BYB 1 fabrication,qualify control,storage,delivery,erection and bracing,consult ANSI/TPI1 QuaBly Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Soothe Pine fSP)tumbrrisop rithert,the design:vetoes are those effzstose 06/0312013 by ALSG Job Truss Truss Type Qty Ply 2610 BC R42684384 PL13-290_UP_H F12 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:46 2014 Page 1 ID:_egh?eklp1OgFEQgnUaloSyJt2m-iVYm3RJ41goszAXrZOESahOObDsXhsyQyuvCfuykJbJ I 2-6-0 I 1-911 I I 1-7-0 110-5-5 I Scale=1:16.8 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 I I 1 2 3 4 5 6 0 e e e -1A e a 1C 9 8 3x4 = 7 �LLLX 3x4 = 3x4= 3x4= I 4-5-3 41-11 5-1-11 1 5-8-11 5-Ir0(3 8-11-0 I 4-5-3 0.1 0-7-0 0-7-0 0-1-8 3-0-13 Plate Offsets(X,Y): [8:0-1-8,Edgel,(9:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.19 Vert(LL) -0.08 9-10 >999 360 BCLL 0.0 Rep Stress Ina 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=797/0,45=797/0 BOT CHORD 9-10=0/705,8-9=0/797,74=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 <ti�`tD PR°Fess GIN E*, - '© 2 `rt 87022PE 9 � r, 75. SAT ©REG N f),a W O. ' 4 0 78ER \ A He EXPIRES:06/30/2015 August 25,2014 4 1 ®WAI(N7?f3-Verify deli p reranmNrs and REAP PINES ONTHIS AND MCLIZED MMTE?f REFERENCE.PAGE MIL 7473 re 4.1,`29/2014 Mc:ORME Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. 1" 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 MiT+;r k` erector.Additional permanent bracing of the overall structure is the responsibility of the'building designer.For general guidance regarding t fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Crtieria,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 ffSouthern Fina(SP)Iuanbaf it Rseu ad,thee reeluenose 64016 effiesttve 06/01/201.3 by MSC Symbols Numbering System Ai General Safety Notes PLATE LOCATION AND ORIENTATION " Center plate on joint unless x,y I I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 s/4 (Drawings not to scale) Personal Injury Damage or n u offsets are indicated. j rY raillDimensions are in ft-in-sixteenths. 1114 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 orX-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0-1/16' 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I p bracing should be considered. 3. Never exceed the design loading shown and never �-� lialpili,211 stack materials on inadequately braced trusses. Provide copies of truss design to the,c2 his ng For 4 x 2 orientation,locate C7-8 c6-7 c5-6 4 designer,erectiontsupervisorr,property ownlerrland plates 0-144' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connectorplates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR 1311,ESR-1352,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 Pine lumber designations are as follows: In all respects,equal to or better than that �� Indicated b symbol shown and/or SYP represents values as published specified. �i Y Y by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. *IMMreaction section indicates jointMI iNollialil number where bearings occur. 17.Install and load vertically unless Indicated otherwise. Min size shown is for crushing only. ._. ,B 18.Use of green or treated lumber may pose unacceptable �_ environmental,health or performance risks.Consult with project engineer before use. Industry Standards: NI ANSI/TPII: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSS-89: Design Standard for Bracing. MiTeke BCSI: Building Component Safety Information, 20.Design assumes manufacture In accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 o -0 v m Nk No D m �� 22,X, 0m A 0 O--i r w p co co y G7 It. � zrn0 is, o CO = Z m - Z Z v0 O r� o -<a CD G) 0 2.v IT, 61',31/2' 93• x z 5-31/2' I 39' I 16'x' 1 Ei o � x' I Q -mom , 51-31/21 I m m4 0 -Io. — r - E1 1 a 4 a -6 __ H• m m m , D C C C � v m AVJ m 2 2 Z s a E2 _- , m w ti i m .. �_ as 1c W ,yam, , Fa \ w c m .fi � _ N A 'r 0 _ _ _ s G Ma= .. . 7 NpNOyNN p VO N ha N 9 p z zc OOz�z7�m _ __.-._. mm zzT p��v5 133 4 Sgr rafnm�JOHrii 8 E3 01 J,- M AllOO m 5)fmi1Om '11 r-+ `Tj 27 ,ZOIp'O-Zm67�mmn?.l�l L. ... F� . ti�TT0z0000p -.._ F. pmT'Am!i _,0 5 TI P O a ooAorg . 0. ilirs _ ris d tip n�ZTZp CD.Zml 1pl li yg 61 i N NNE, AOp — ^'g J1 J 4 O r — — —. . 1 1 Ei- , i E5 3 al, H T-2.0 e g g g 7C✓! 1. 71-3I 1/2' 371C' um 0. C 61'-31/2' 51 Vs P in I 10'-0' I ® CONFORMS TO DESIGN CONCEPT © CONFORMS TO DESIGN CONCEPT w o 1U-0'SET BAICK CONFORMS TO DESIGN CONCEPT WITH CONFORMS TO DESIGN CONCEPT WITH o VERIFY ri REVISIONS NOTED02 REVISIONS AS SHOWN 0 NON-CONFORMING-REVISE&RESUBMIT ri NON-CONFORMING-REVISE AND RESUBMIT THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE e 3 WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE 3 FABRICATORNENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE Q c DRAWINGS,SPECIFICATIONS,AND APPLICABLE CODES,ALL OF WHICH HAVE FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE 3 g PRIORITY OVER THIS SHOP DRAWING. DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY 'o ° By Alexia Fukui Date 9/22/14 OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. x cp N MILBRANDT ARCHITECTS By: Todd R. Eaton Date: September 10, 2014 "< MIR 0 CT ENGINEERING INC o m v w r N N p F > maiTmv°m a A o c5.--11—?? a- oW W67 PI0 o n — zfn0 d z W - Z 10'-0'SET BACK c = r- VERIFY 0 I 10'-0" 2, m 0 Z 61'-31/T I Z I T-3112' I 3TC' I 18'x' ° m • y - T-2" r on �� a 'mE5 2 Q 6.4 s ' (N4> El o A A (--„- S m m m D - — r C G G N i) u, rn m m z z z 1. 1. r. o N y -{ ■ ,,' F.-, 7 N I ,- ply d Co - 611 r °' as WI._ ti) N • m mOmO °° g v "G c !;Hh1:1 ' C7a g , \12M r � - -� mZ� �DZ� (� y [1 � � N Q 00000Z000Eom ___.... ` ' -w oamnm �m5�5 v V ���� m a. NmTNo �Eomo Z ----r--` N.� OTOti (n ♦N .mom.m.=CZ.lm1„dHrpOO .ZIO71It. iblIM1 `ktil 1. K 2 oti ONO N Q O N Jo rr d g PO "CP _ 2. � 5-31/2' � c sz 514 112' 39'x' I 16'x' C B L 61'-31/2' H t" Z CONFORMS TO DESIGN CONCEPT E CONFORMS TO DESIGN CONCEPT WITH a REVISIONS AS SHOWN un I—) NON-CONFORMING-REVISE AND RESUBMIT THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE 3 .. 0 WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE rs OFABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE . 1 DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY y m OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. s Z CD ^ By: Todd R. Eaton Date: September 19, 2014 CT ENGINEERING INC MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPINVTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall (BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate In inches. 10. For basic connector plate design values see ESR-1311, ESR-1988(MiTek). 49 iONi,1�. , .O PROF S\-,, 4,- vi Wirtor ' ( z! ii:Ar v i ,, 0 OR i 0. .,� .,, ;l,4743 St t"4 f /, - ,6 ham ��v EXPIRES t+f30115` 1111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 8-06 8-06 T T T HM-4x4 3 12 6.00 I/ 12 ''',.I 6.00 C,3 4 CG o/— o v -- v 1 M-3x4 M-3x4 y y y y 1-06 17-00 1-06 JOB NAME : 2610-B NH POLYGON - Al �4"�ED PROFF.,s Scale: 0.4458 �� '` /q/I wQ2 WARNINGS: GENERAL NOTES,unless otherwise noted: �� 7 7' �� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual !,92„,,,I1 S P E Truss: Al and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bosom chords to be laterally braced at ��r. DES. BY• LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by / �1�� is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/or d / /��- r cin her ) rywall(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++ 0 lcr 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON `G! SEQ. : 6054134 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G/ �l'9 +�d` design loads be applied to any component. and are for"dry condition"of use. Q Y y 4 2V �y..• TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if - fabrication,handling,shipment and installation of components. necessary. SFR R I1 V 7.Designassumes atedadequate hdrainagecistru ,provided. ` 1- 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111 TPIM?CA in BCSI,copies of which will be furnished upon request. Digit coincide withzjoint tecenter lines. 9.Diets indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E11 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 N1&BTR SPACED 24.0" O.C. 2-3=(-1088) 302 7.6=(-227) 907 7-4=( -75) 456 WEBS: 2x4 KDDF STAND 3-4=( -816) 200 7-5=(-275) 211 LOADING 4-5=( -816) 214 TO LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-1092) 309 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0" 0.0° BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -153/ 899V -76/ 87H 5.50" 1.44 KDDF ( 625) C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 0.0" -85/ 713V 0/ OH 5.50" 1.14 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.024" @ 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" f T T NOTE:Design assumes moisture content does 4-05-06 4-00-10 4-00-10 4-05-06 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00'/ i i M-4x4 \I 6.00 4 Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 1� Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 ry r. co ch c. cc origR- o 7 -- 6 0 1 M-3x4 M-3x8 M-3x4 0 y y > 8-06 8-06 y y y 1-06 17-00 E0 PROFFs JOB NAME : 2610-B NH POLYGON - A2 5<C1 G+N rs/ Scale: 0.3533 C7 0 WARNINGS: GENERAL NOTES,unless otherwise noted: Ct. 9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual =9 G2, P E 1-- Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper //J 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 15'o.c.respectively unless braced throughout their length by ,_r - P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �y.. DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact badging or lateral bracing required where shown++ OREGON ,I14' 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -y 4/ S E'.Q. : 6054135 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G�• 'if.y2.o O�� design loads be applied to any component. and are for"dry condition"of use. O 2 A4. TRANS ID: 407 736 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. P P 7.Design assumes adequate drainage is provided. `�131:410' 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111 TPUWfCA in BCSI,copies of which will be furnished upon request. git coincide with joint ate inr lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 19.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111111111 IIII(IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 76 2- 7=(-472) 1687 7- 3=( -67) 453 BC: 2x4 KDDF #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"0C. 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 OVERHANGS: 18.0" 0.0° BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -153/ 899V -76/ 87H 5.50" 1.44 KDDF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 0.0" -85/ 713V 0/ OH 5.50" 1.14 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0° Allowed = 0.200" MAX LL DEFL = -0.050" @ 14'- 3.8" Allowed = 0.804" MAX TL CREEP DEFL = -0.096" @ 8'- 6.0" Allowed = 1,072" 8-06 8-06 T f T MAX HORIZ. LL DEFL = 0.042" @ 16'- 6.5" 2-09 5-09 5-09 2-09 MAX HORIZ. TL DEFL = 0.067" @ 16'- 6.5" T f f f f NOTE:Design assumes moisture content does 12 M-4x4 12 not exceed 19% at time of manufacture. 6.001/ \6.00 Design conforms to main windforce-resisting 4 0" system and components and cladding criteria. R Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 3 * M M-3x4 via oca M-3x4 M illii o _r,��, 7 M-5x6 B M 5x69 �� ��1 o M-3x8 0 1 ..8 0 -.2.75 $ 2X12 (W)EDGE3X4 TYP. 2.75 2 y y y y y 2-05-08 5-10-12 6-02-04 2-05-08 1-06 2-05-08 12-01 2-05-08 1-06 17-00 JOB NAME : 2610-B NH POLYGON - A3 <<•\ ROnnnFFss Scale: 0.3242 w7/n r �Q0 WARNINGS: GENERAL NOTES,unless otherwise noted: �� 7 7' 'yf 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual = s P E Truss: A3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at te. DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'c.c.and at 10'o.c.respectively unless braced throughout their length by �/,_r SIs continuous sheathing such as plywood sheathing(TC)and/or tlrywall(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++ 110 fr 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '=7 A_OREGON 14/ SEQ. : 6054136 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L� "'7q '\� design loads be applied to any component. and are for"dry condition"of use. Q y 14 i° -�- TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if P fabrication,handling,shipment and installation of components. 7.necessary. /y� R) Design assumes adequate drainage is provided. RIR L 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. Digit coincide with jointcenterche. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 1 D.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 10-00-00 GIRDER SUPPORTING 17-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1.2=(-2513) 511 1-5=(-481) 2160 5-2=( -278) 1514 4-7=(-1751) 377 BC: 2x6 KDDF #1&BTR 2-3=( -716) 174 5-6=(-472) 2107 2-6=(-1769) 416 WEBS: 2x4 KDDF STAND; LOADING 3-4=( -589) 173 6-7=( -60) 107 6-3=( -43) 263 2x4 DF STAND A LL = 25 PSF Ground Snow (Pg) 6.4=( -372) 1773 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 0.0" V TC LATERAL SUPPORT <= 12°OC. UON. BC UNIF LL( 187.5)+DL( 147.5)= 335.0 PLF 0'- 0.0" TO 10'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12°OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -427/ 2057V -62/ 155H 5.50" 3.29 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10'- 0.0" -411/ 1933V 0/ OH 5.50" 3.09 KDDF ( 625) ' NOTE: 2x4 BRACING AT 24"00 UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. GOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Single member as shown. MAX LL DEFL = -0.036" @ 4'- 7.0" Allowed = 0.454" Hangers attached to the bottom chord MAX TL CREEP DEFL = -0.074" @ 4'- 7.0" Allowed = 0.606" will have 1,5" max. nail penetration. MAX HORIZ. LL DEFL = 0.008" @ 9'- 10.3" Connector plate prefix designators: MAX HORIZ. TL DEFL = 0.014" @ 9'- 10.3" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series NOTE:Design assumes moisture content does 8-10-03 1-01 13 ff 'r not exceed 19% at time of manufacture. 4-08-12 4-01-07 1-01-13 Design conforms to main windforce-resisting f '1 T T system and components and cladding criteria. 12 Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00'/ M-4x6 ation factor=1.6,(All Heights), Ca .2, Exp.B, MWFRS(Dir), 3 M-7x8load duration 4 Truss designed for wind loads DMI in the plane of the truss only. 1 M-3x8 00,00 0 ..4- M-5x10 M-5x10 ,A111� ®411111111111 yIIIII I o 1 - 5 6 ►�7 o M-3x8 M-8x10 M-1.5x3 y k )- 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 ��� D PROFE.. Scale: 0.3877 !G 7/7//7' /7' sWQ2 WARNINGS: GENERAL NOTES,unless otherwise noted: �� t 7, '9� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 7PE Truss: B 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'c.c.and at 10'o.c.respectively unless braced throughout their length by /� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,..4,48/0..` "Cr DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ r 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. -9 OREGON t(f SEQ. : 6054137 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4-70,7,11,, N� I` design loads be applied to any component. and are for"dry condition"of use. 1 4 20 TRANS I D: 407 736 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 2p. fabrication,handling,shipment and installation of components. Designecesary. /��R R 14� V 7. laesassumes adequate drainage isotrus,provided. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII I I IIII VIII VIII VIII III IIIIIII TPIMrrCA in BCSI,copies of which will be furnished upon request. Digit coincide with jointcenterche. 9.Diggs indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 26-00-00 GIRDER SUPPORTING 10-00-00 FROM 18-00-00 TO 26-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 76 2-10=( -604) 3816 10- 3=( 0) 158 BC: 2x6 KDDF #1&BTR 2- 3=(-4396) 780 10-11=( -606) 3814 3-11=) -234) 196 WEBS: 2x4 KDDF STAND LOADING 3- 4=(-4158) 812 11-12=) -826) 4698 11- 4=( -272) 1532 LL = 25 PSF Ground Snow (Pg) 4- 5=(-3658) 748 12-13=(-1212) 6378 11- 5=(-1748) 436 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 26'- 0.0" V 5- 6=(-5470) 1172 13- 8=(-1218) 6412 5-12=( -312) 1326 BC LATERAL SUPPORT <= 12"00. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 18'- 0.0" V 6- 7=(-6150) 1278 6-12=( -262) 1488 BC UNIF LL( 100.0)+DL( 88.0)= 188.0 PLF 18'- 0.0" TO 26'- 0.0" V 7- 8=(-7346) 1478 12- 7=(-1000) 242 8- 9=( 0) 76 7-13=( -188) 1076 NOTE: 2x4 BRACING AT 24°0C UON. FOR ADDL: TC CONC LL+DL= 960.0 LBS @ 16'- 0.0" ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 1898.0 LBS @ 17'- 0.0" BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 18.0' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -472/ 2465V -106/ 106H 5.50" 3.94 KDDF ( 625) 26'- 0.0" -893/ 4263V 0/ OH 5.50" 6,82 KDDF ( 625) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psf) uplift at 24 "ox spacing.) ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 **HANGER BY OTHERS TO APPLY Join together 2 ply with 3"x.131 DIA GUN MAX LL DEFL = 0.003" @ -1'- 6.0" Allowed = 0.150" CONC. LOAD(S) EQUALLY TO ALL MEMBERS. nails staggered at: MAX TL CREEP DEFL = -0.003" @ -1'- 6.0" Allowed = 0.200" 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 f 1' 1' .' NOTE:Design assumes moisture content does 5-03-08 4-08-03 3-00-05 3-00-05 4-08-03 5-03-08 not exceed 19% at time of manufacture. T f f f 4960# f ')Design conforms to main windforce-resisting 6.00 12 12 / M-4x6 M-5x6 6.00 system and components and cladding criteria. 4 M-3x4 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), MI load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 3 7 Z co co 4 mum 1 111111°1111110 11 12 139 M-3x5 M-1.5x3 M-3x8 M-5x6(S) M-6x8 M-1.5x3 M-3x8 J y ), y 1898# 1, y 5-01-12 4-05 6-10-08 4-05 5-01-12 y y y 12-00 14-00 y y , ) 1-06 26-00 1-06 JOB NAME : 2610-B NH POLYGON - Cl 5<01-"n. GPNOFFss/ Scale: 0.2543 /7 77 �� WARNINGS: GENERAL NOTES,unless otherwise noted: t(/ 71 7 -�7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual t. 92 P E Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper /// 2.2n4 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 .rte. DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �r �Jr� P tY continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). CZ*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 / " 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. '}� A� l SE Q. : 6054138 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L� �9y \� A* design loads be applied to any component. and are for"dry cond'aion"of use. Q 1 4 -,.. TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �p` fabrication,handling,shipment and installation of components. necessary. Lin RIO- 1 7.Design assumes adequate drainage is provided. C:r l fl 11� 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center IIIIIII VIII I I II IIII I III IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. Digit coincide with joint tecenter lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 'IIIIIIII111" This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 9=(-340) 1571 9- 3=( 0) 255 BC: 2x4 KDDF #1&BTR SPACED 24.0° O.C. 2- 3=(-1860) 459 9-10=(-342) 1568 3-10=(-482) 181 WEBS: 2x4 KDDF STAND 3- 4=(-1365) 434 10-11=(-202) 1141 10- 4=( -81) 324 LOADING 4- 5=(-1143) 451 11-12=(-360) 1568 10- 5=( -70) 73 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1372) 435 12- 7=(-358) 1571 5-11=( -49) 324 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1860) 459 11- 6=(-478) 180 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 76 6-12=( 0) 254 NOTE: 2x4 BRACING AT 24"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 1OPSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/18D MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0° Allowed = 0.200° MAX LL DEFL = -0.062" @ 14'- 0.0° Allowed = 1.254" MAX TL CREEP DEFL = -0.125" @ 14'- 7.0" Allowed = 1.672" MAX LL DEFL = 0.013" @ 27'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 27'- 6.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.029" @ 25'- 6.5" 11-11-11 2-00-10 11-11-11 MAX HORIZ. TL DEFL = 0.048" @ 25'- 6.5" T f ,rf NOTE:Design assumes moisture content does 6-03-04 5-08-07 2-00-10 5-08-07 6-03-04 not exceed 19% at time of manufacture. T T 1 T T <Design conforms to main windforce-resisting 12 M-4x6 M 6x6 12 system and components and cladding criteria. 6.00 I/ 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=1.6, / Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 3 A C7 CO O O oci ° 1- T no 0 s o 1 9 10 11 12 g M-3x4 M-1.5x3 0.25° M-3x4 M-1.5x3 M-3x4 M-5x8(S) y ), y y ), 6-01-08 5-05-04 3-00-04 5-03-08 6-01-08 y ), 1, 1, 1-06 26-00 1-06 ��0 PROFFs JOB NAME : 2610-B NH POLYGON - C2 Scale: 0.2553 ��� GIN s% WARNINGS: GENERAL NOTES,unless otherwise noted: 9/f�' �9 /�n 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 9 G P E Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper /// 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �r DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /.i �ir ' P tY 9 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++ Ct- 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. -}7 toSEQ. : 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,and are for"dry condition"of use. L- -.7 O'�� design loads be applied to any component. O 14, 2- ,i.- TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility6.Design assumes full bearing at all supports shown.Shim or wedge if for the necessary. V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. MSR R l L\- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111 I 101 VIII 111111111111111 IIIIIIII I III III IIII TPI WTCA in BCSI,copies of which will be furnished upon request. git coincide with joint tecenter lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111111III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 76 2- 8=(-249) 1528 3- 8=(-383) 260 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3=(-1813) 391 8- 9=(-124) 1001 8- 4=(-130) 635 WEBS: 2x4 KDDF STAND 3- 4=(-1590) 392 9- 6=(-294) 1528 4- 9=(-129) 635 LOADING 4- 5=(-1590) 392 9- 5=(-383) 260 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1813) 390 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 76 TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0" 18.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -199/ 1263V -139/ 139H 5.50° 2.02 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 26'- 0.0" -199/ 1263V 0/ OH 5.50" 2.02 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0,063" @ 17'- 1.8" Allowed = 1.254" MAX TL CREEP DEFL = -0.127" @ 17'- 1.8" Allowed = 1.672" MAX LL DEFL = 0.013" @ 27'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 27'- 6.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.026" @ 25'- 6.5" 13-00 13-00 MAX HORIZ. TL DEFL = 0.043" @ 25'- 6.5" f f f NOTE:Design assumes moisture content does 6-09-04 6-02-12 6-02-12 6-09-04 not exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting 6.00 M-4x6 Q 6.00 system and components and cladding criteria. 4 4.0" Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1load duration factor=1.6, Truss designed for wind loads .....i1111111111111411 in the plane of the truss only. M-1.5x3 M-1.5x3 Allill111111111111111 M f7 O O O r WW m i O 1 8 9 o M-3x4 M-3x4 M-3x4 M-3x4 0 M-3x5(S) ), y y y 8-10-03 8-03-11 8-10-03 y y y 16-00 10-00 I y )- I 1-06 26-00 1-06 JOB NAME : 2610-B NH POLYGON - C3 5����GPN�FFss/ Scale: 0.2178 �\ ! //�/yv �� WARNINGS: GENERAL NOTES,unless otherwise noted: . "n` 9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual =9 G, P E Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper // 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at r . DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �r�r �I � te 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++ l CC 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. }7 A_ 4(/ SEQ. : 6054140 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4- "�� Odd �{� design loads be applied to any component. and are for"dry cond8ion"of use. O ) 14 2- AT- 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 i y`_ necessary. MSRAl1-�- V fabrication,handling,shipment and installation of components. 7. ei assumes adequate drainage is provided. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111 TPINJfCA in BCSI,copies of which will be furnished upon request. lines coincide with jointain che. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 INA IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. NOTE:Design assumes moisture content does not exceed 19W 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=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M20HS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) 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. 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. 13-00 13-00 T T T 12 IIM-4x4 12 6.00 I/ 3 \I 6.00 RB 0 4 0 1 CD 0 M-3x5(S) M-3x4 M-3x4 ), J, 16-00 10-00 y y y 1-06 26-00 1-06 JOB NAME : 2610-B NH POLYGON - C4 ,s��EDPN�FFssi Scale: 0.3053 (' ”17 Q� WARNINGS: GENERAL NOTES,unless otherwise noted: �� 7n 7 7C, '9C,�. 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 � �P E, Truss: C4 and Wamings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. /0 • 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 `,fir a 460111.Pcontinuous 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++ Q 4, No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ' OREGON S E Q. : 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, L� "fq \fl 1A� design loads be applied to any component. and are for"dry condition"of use. Q } 1 4 20 Ai- 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 „Op. -W.' VP fabrication,handling,shipment and installation of components. 7.nDesignss assumes adequate drainage is provided. C MRRI1 1-.y 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111 TPI/WfCA in BCSI,copies of which will be furnished upon request. git coincide with jointcenterche. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11E1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. not exceed 1990 at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M2DHS,MI8HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loons 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. Refer or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 11-00 11-00 T T T 12 TIM-4x4 12 6.00 I/ 3 Q 6.00 Cr) 4 c' cr Iii' IT . ,441 /////////J///////////////////////////////////////////////////////////////////////////////////.////////////////////////////////////////////////////////////////////////////// O O 0 M-3x5(S) M-3x4 M-3x4 y J 12-00 10-00 y y y y 1-06 22-00 1-06 JOB NAME : 2610-B NH POLYGON - D1 '�Q'�� pN �FF.et Scale: 0.3638 ''7 /7/I 2 WARNINGS: GENERAL NOTES,unless otherwise noted: �� T l -9� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual � �P E Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by `-� �� continuous sheathing such as plywood here and/or drywall(BC). �, DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON //'''. /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. A_ DC7 S E Q. : 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, 1720,7,/r OSI design loads be applied to any component. and are for"dry condition"of use. 14 2 �- As T BANS 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 ,AN fabrication,handling,shipment and installation of components. necessary. M`R R I�� V 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II II 11111 11111 IIII HE VIII III III TPIrWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 8=(-203) 1261 3- 8=(-311) 222 BC: 2x4 KDDF #1&BTR SPACED 24.0° O.C. 2- 3=(-1504) 329 8- 9=(-103) 834 8- 4=(-113) 492 WEBS: 2x4 KDDF STAND 3- 4=(-1318) 332 9- 6=(-248) 1261 4- 9=(-113) 492 LOADING 4- 5=(-1318) 332 9- 5=(-311) 222 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 329 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 76 TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0" 18.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -136/ 1095V -114/ 114H 5.50" 1.75 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -136/ 1095V 0/ OH 5.50" 1.75 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.043" @ 14'- 5.8" Allowed = 1.054" MAX TL CREEP DEFL = -0.088° @ 14'- 5.8° Allowed = 1.406" MAX LL DEFL = 0.013' @ 23'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 23'- 6.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.018" @ 21'- 6.5" 11-00 11-00 MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5" T T ' NOTE:Design assumes moisture content does 5-09-04 5-02-12 5-02-12 5-09-04 not exceed 19% at time of manufacture. T T T T T 12 12 Design conforms to main windforce-resisting 6.001/ M-4x6 6.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 4',f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, am Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 5 /11111111 M Ch o O 8 9 o 1 • o M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 0 y y 1, 1, 7-06-03 6-11-11 7-06-03 y 1, 1, 12-00 10-00 y y ) ) 1-06 22-00 1-06 JOB NAME : 2610-6 NH POLYGON - D2 Scale: 0.2513 �c�"��'��GPN OFFs`r�0 WARNINGS: GENERAL NOTES,unless otherwise noted: �� /7[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 =92�oPE I Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. onalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �� DES. BY: LJ p y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �°�.- 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++ 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. -9 to SEQ. : 6054143 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L- 4 O 20Nt'�� design loads be applied to any component. and are for"dry condition"of use. O 14, 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 �` fabrication,handling,shipment and installation of components. necessary. M[R R 11-k- 6. V P P 7.Design assumes adequate drainage is provided. This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center _ VIII VIII 111111111111011 TPI WTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,InC./CompuT us Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 III IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.5" !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] TC: 2x4 KDDF ✓f1&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"0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=15ft, TCDL=4L=6,0, ASCE 7-10, M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed,, Cat Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads 6.00 I/ REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 3 -V 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. 111111 LO N O/- WAW A 4 1 M-3x4 ), ), y 1-06 5-03-08 JOB NAME : 2610-B NH POLYGON - El Scale: 0.7460 �5..<<Y%NlfC���ss%�f_ WARNINGS: GENERAL NOTES,unless otherwise noted: �� /1�' Y� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 9 G, P E Truss: E 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 �r DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length byIii is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/or d ,04/1/1/m. �, DATE: 9/9/2014 responsibilitybuilding designer. Impact P Ywg q ywall(BC). the overall structure is the res onsibilit of the 3.2x 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. 'J7 OREGON ,_IA.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, 4/6'744, design loads be applied to any component. and are for"dry condition"of use. 1 4 2.,0\ A�.. TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. /14 ' R R t O- 7.Designlaesassumes adequate ne drainace is sed. VP 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111 TPI/WrCA in BCSI,copies of which will be famished upon request. git coincide with jointain ches 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXP RES:12/31/2015 IIIIIIIIIIII 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 #1&BTR SPACED 24.0" O.C. 2.3=(-115) 79 WEBS: 2x4 KDDF STAND 3-4=( -10) 5 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12°0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" 0'- 0.0" -85/ 447V -36/ 98H 5.50" 0.72 KDDF ( 625) 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 SPATIALGOND. 2: Design checked for net(-5 psft uplift at 24 "oc spacing. M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. 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 MAX TC PANEL LL DEFL = 0.053" @ 2'- 10.2" Allowed = 0.320" MAX TC PANEL TL DEFL = -0.050" @ 2'- 8.3" Allowed = 0.479" 12 MAX HORIZ. LL DEFL = 0.000" @ 4'- 11.8" 6.001/ MAX HORIZ. TL DEFL = 0.000° @ 4'- 11.8" M-1.5x3 4NOTE:Design assumes moisture content does CO 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, ...411111Ali tr, (All Heights), Enclosed, Cat.2, Exp.6, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. N .=,,,_ � V E. m O/- -V O 2►� ��5 1 M-3x4 M-1.5x3 J, y 4-11-12 0-03-12 y y 1-06 5-03-08 JOB NAME : 2610-B NH POLYGON - E2 -`f�EGPN �FFss/ Scale: 0.5786 �\ ! 02 444 12' WARNINGS: GENERAL NOTES,unless otherwise noted: v /� • r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92 P E Truss: E2 and Warnings before construction commences. building component.Applicability of design parameters and proper //J 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �-Pe �� P Y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). IIICt.DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2n 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. -7 g� 14/ SEQ. : 6054145 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- s7�r 0\� A• design loads be applied to any component. and are for"dry condition"of use. O -7 1' 14, 2. �v.4 TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge it p 1 s fabrication,handling,shipment and installation of components. necessary. ��r1 R I t-`" P P 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11VIII VIII IIII1 IIII VIII VIII VIII IIII IIII TPIM?CA in SCSI,copies of which will be furnished upon request. git coincide with joint ate in che. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPI RES:12/31/2015 III1 IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-112) 82 1.4=(-51) 55 2-4=(-161) 159 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=( -10) 5 WEBS: 2x4 KDDF STAND LOADING TO LATERAL SUPPORT 4= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"00. 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,CI8,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 bCOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.051' @ 2'- 9.4" Allowed = 0.319" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.048° @ 2'- 7.5" Allowed = 0.479" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.000" @ 4'- 10.3" 4-10-04 0-03-12 MAX HORIZ. TL DEFL = 0.000° @ 4'- 10.3" NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 6.00 I/ Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 3 Wind: 140 mph, h=20.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads III in the plane of the truss only. N N c. o� 1►t �4 M-3x4 M-1.5x3 i J, J, y 4-10-04 0-03-12 J, y 5-02 JOB NAME : 2610-6 NH POLYGON - E3 o , GINE�FFSS/ Scale: 0.5359 �' ' /p//r Q2 WARNINGS: GENERAL NOTES,unless otherwise noted: ��/ T 7 -per 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 � �P E Truss: E3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ��r DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by f � � is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as I ood sheathing(TC)and/or d `�". PYw where ) rywall(BC). DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required whershown++ /� 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ')7 OREGON S EQ. : 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, 4- A. �tx �� design loads be applied to any component. and are for"dry condition"of use. •0 y 14 20 �k- TRAN S I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if 'e - fabrication,handling,shipment and installation of components. necessary. /1/ "R R I L� v 7.Design assumes adequate drainage is provided. fl 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111 TPIMlrCA in BCSI,copies of which will be furnished upon request. git coincide with jointacenter lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus puTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 1111111111 1111llIHIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 1(1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-151) 129 1-4=(-70) 92 2-4=(-225) 204 BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. 2-3=( -10) 5 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -36/ 307V -52/ )32H 5.50" 0.49 KDDF ( 625) Connector plate prefix designators: 7'- 2.0" -45/ 295V 0/ OH 5.50" 0.47 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) M,M20HS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.215" @ 3'- 7.4" Allowed = 0.469" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TO PANEL TL DEFL = -0.239" @ 3'- 7.6" Allowed = 0.703" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.001" @ 6'- 10.3" 6-10-04 0-03-12 MAX HORIZ. TL DEFL = 0.001" @ 6'- 10.3° f f f 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. i Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12 Truss designed for wind loads 6.001/ in the plane of the truss only. it) c%o rn v Irj0111111111111 c 1►� 1.-=.411-4 -/ M-3x4 M-1.5x3 y 1, J, 6-10-04 0-03-12 y y 7-02 JOB NAME : 2610-B NH POLYGON - E4 <c�ED PROFFS Scale: 0.5003 ��%q// s�Q2 WARNINGS: GENERAL NOTES,unless otherwise noted: �� 7 17 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 1.92/_l P E Truss: E 4 and Warnings before construction commences. building component.Applicability of design parameters and proper /// 2.204 compression web bracing must be installed where shown*. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by e� DES. BY: LJ s the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood ` requwhere sheathing(TC)and/orndrywall(BC). n" DATE: 9/9/2014 [he overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 0 rt 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 A_OREGON 4/ SEQ. : 6054147 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L ',7,11., 1� design loads be applied to any component. and are for"dry condition"of use. 2:3 -�.. 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 O 14, �i necessary. MFR R,VL fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III I VIII III VIII VIII VIII III I III III TPI/W1-CA in SCSI,copies of which will be furnished upon request. git coincideiatwithzjoint ate in i lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.0" [OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.1 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND not exceed 19% at time of manufacture. LOADING Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. 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, M-1.5x4 or equal at non-structural vertical members (uon). LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. M,M2OHS,M18HS,M16 = MiTek MT series Note:Truss design requires continuousUON BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. bearing wall for entire span UON. 6-10-04 0-03-12 T T T 12 6.0017' M-1.5x3 3 -1 II LO CO In � 1 11 v IPAIMIIIIIIIMIIIIIMIIII o/— NVAI//////////////////////////N///�////////////////I M-3x4 M-1.4 5x3 y y 7-02 JOB NAME : 2610-B NH POLYGON - E5 -‹i-I PRoFFs Scale: 0.5424 \ ! fA/d O WARNINGS: GENERAL NOTES,unless otherwise noted: ,� v /2• /�9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Q 9/ P E Truss: E5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: L I is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by f�r - �� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). —� iy. 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 ~l 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. p44/ SEQ. : 6054148 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L/ AR p\� design loads be applied to any component. and are for"dry condition"of use. Q y 1 4 Z TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if ,A ,Zr handling,shipment and installation of components. necessary. 4/, 'ARRA- �A R i A- 7.Design assumes adequate drainage is provided. rl fl 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 II I 1111 II I IIII VIII IN II IIII TPINJfCA in BCSI,copies of which will be furnished upon request. git coincide with jointcenterche. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 II IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 8.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=15ft, TOLCat.L=6.0, ASCE 7-10, M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 4-10 4-10 T T T HM-4x4 2 i 12 12 6.00i/ \I 6.00 M 1 M Oy_ —/O — — — — ct O'' ///////////////////////////////////////////////////////////////J/////////// O M-3x4 M-3x4 4 ) y y 9-08 1-06 JOB NAME : 2610-B NH POLYGON - F1 ��� a PR Ores Scale: 0.5555 ��0 v7/711rC?(nQs/O2 WARNINGS: GENERAL NOTES,unless otherwise noted: �� "9� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual = S P E Truss: F1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. .401P,r, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by /� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .0.0'010` DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ • Q 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -9 `_OREGON c, �1(y SEQ. : 6054149 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G design loads be applied to any component. and are for"dry condition"of use. /O '7}' ,�4' 2.0 .� TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if `?. fabrication,handling,shipment and installation of components. necessary. 41CR R f�\Q} 7.Design assumes adequate drainage is provided. 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 II I VIII IIII VIII IIII III 11111 I III TPI/WlCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Tines. 9.Dines indicate size of plate in inches. 11 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" D.C. 2-3=(-28) 90 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"00. 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) 11- 10.9" -145/ 190V 0/ OH 1.50" 0.30 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 101- 0.0" 0/ 79V 0/ OH 5.50" 0.13 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.005" @ 1'- 0.8" Allowed = 0.097° MAX TO PANEL TL DEFL = -0.009" @ 1'- 1.5" Allowed = 0.145" MAX BC PANEL LL DEFL = 0.028" @ 4'- 4.6" Allowed = 0.450" MAX BC PANEL TL DEFL = -0.202" @ 5'- 10.2' Allowed = 0.600" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" 1 11 11 f '1 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 6.001/ system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 3 -/ gifa 0 CT O O/- V _ - O/- --/O 2�� 4 1 M-3x4 y y y 1-06 'PROVIDE FULL BEARING:Jts:2,3,41 10-00 JOB NAME : 2610-B NH POLYGON - J1 Scale: 0.5997 �,<0N �N �fFs`../ WARNINGS: GENERAL NOTES,unless otherwise noted: �� /1�� -vim 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual =9 G P E Truss: J1 and Warnings before construction commences. building component.Applicability of design parameters and proper f J{ 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the budding designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at rtr 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 _ftS/� P tY continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). w �, DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 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. 74-./SEQ. : 6054150 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G� "'7RY, O\� t design loads be applied to any component. 5. and are for"dry condition"of use. 6 Q 7 4 e � TRANS I D: 40773 6 CompuTrus has no control over and assumes no responsibility for the .Design assumes full bearing at all supports shown.Shim or wedge if ��"- necessary. MSR R I l.L fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II I VIII III VIII VIII VIII I 'III'III TPI WrCA in BCS',copies of which will be furnished upon request. git coincideitwithzjointcenter che. 9.Digitssidsize of tplate in inches.. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 EMI III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-59) 71 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -68/ 442V -15/ 88H 5.50" 0.71 KDDF ( 625) 3'- 10.9" -191/ 167V 0/ OH 1.50" 0.27 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 10'- 0.0" 0/ 84V 0/ OH 5.50" 0.13 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 osfl uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013' @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014' @ -1'- 6.0" Allowed = 0.200" MAX 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 199s at time of manufacture. Design conforms to main windforce-resisting 3-11-11 system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TOOL=4.2,BCDL=6,0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.001/ load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. •,i- 0 N C") O/- V -4 - . ><4 O 1 M-3x4 y y 1-06 'PROVIDE FULL BEARING:Jts:2,3,41 10-00 JOB NAME : 2610-6 NH POLYGON - J2 Scale: 0.4872 <<-1- N O�-s`e, WARNINGS: GENERAL NOTES, unless otherwise noted: /.. .-- /7' ' 217 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual !9 jS P E Truss: J2 and Warnings before construction commences. building component Applicability of design parameters and proper / 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �r DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ` �jts is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC) / '��- DATE: 9/9/2014 responsibilitybuilding designer. pbridging rPcwqre shown drywall(BC). the overall structure is the res onsibili of the 3.2x Impact or lateral bracingrequired where ++ 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. -� OREGON 1(j SEQ. : 6054151 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G -j N�' �, design loads be applied to any component. and are for"dry condition"of use. /O '9 y' ,� rLQ -�.- 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 e)vi. fabrication,handling,shipment and installation of components. Designecessary. r 7. laesassumes atedadequate hdrainage iso truss, t;R RIL`• 8.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center VIII I VIII II IIII IIII 11 IIII IIII TPINYTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12131/2015 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 141&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-92) 86 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -67/ 508V -22/ 119H 5.50" 0.81 KDDF ( 625) 5'- 10.9" -176/ 190V 0/ OH 1.50" 0.30 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 10'- 0.0" 0/ 93V 0/ OH 5.50" 0.15 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 Esf) uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0° Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.178" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.238" MAX BC PANEL LL DEFL = -0.062" @ 4'- 4.6" Allowed = 0.450" MAX BC PANEL TL DEFL = -0.346" @ 5'- 1.4" Allowed = 0.600" MAX HORIZ. LL DEFL = -0.000" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 5'- 10.9" NOTE:Design assumes moisture content does 5-11-11 not exceed 19% at time of manufacture. T f Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 3 -" Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. -<1- c) el co os--- Ili o,_ .14 0 1 M-3x4 y y y 1-06 'PROVIDE FULL BEARING;Jts:2,3,41 10-00 ) PR JOB NAME : 2610-B NH POLYGON - J3 CoN % 0IN ,01„ t9/ Scale: 0.4872 S. � �q� 02 WARNINGS: GENERAL NOTES,unless otherwise noted: t- 7 2 7 -37 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 9 P E Truss: J3 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 I DES. BY: LJ is the res onsibili of the erector.Adtldional ermanent bracin of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by „....4a10...; I� P b P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Cr DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON to '� 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. p A_ K! fasteners are complete and at no time should any loads greater than 5. A. Design assumes trusses are to be used in a non-corrosive environment, G7 �� SEQ. . 6054152 and are for"drycondition"ofuse. / O I D: 407736 design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. Q 4)... -�- TRANS1 p 4+ + P 5.CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. � �r-1'�y^ 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111 TPIANrCA in BCS',copies of which will be furnished upon request. lines coincideiatwith jointcenter lines. 9.lines indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111111111111 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 2-5=(-167) 267 3-5=(-310) 193 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-368) 172 WEBS: 2x4 KDDF STAND 3-4=( -58) 27 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" 0'- 0.0" -87/ 598V -30/ 151H 5.50" 0.96 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 10.9" -90/ 68V 0/ OH 1.50" 0.11 KDDF ( 625) Connector plate prefix designators: 10'- 0.0" -3/ 256V 0/ OH 5.50" 0.41 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacin0d BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.006" @ 5'- 2.5" Allowed = 0.370" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX BC PANEL TL DEFL = -0.414" @ 5'- 0.9" Allowed = 0.589" 7-11-11 MAX HORIZ. LL DEFL = 0.002" @ 9'- 8.3" T 'I MAX HORIZ. TL DEFL = 0.003" @ 9'- 8.3" NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 6.00 I/ 0 Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 111111111111111 .*4. load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 •J- r>co o� crMI c?/- ��5 -V 0 1 M-3x4 M-1.5x3 1, ), ), 1-06 (PROVIDE FULL BEARING;Jts:2,4,5I 10-00 JOB NAME : 2610-B NH POLYGON - J4 ���E� PRoFFss Scale: 0.4872 � /7 /Q2 WARNINGS: GENERAL NOTES,unless otherwise noted: 4t "}9� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 2/,I E Truss: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper /// 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. „/ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ��r� DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Sir.� is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or ,..,,,,,,app. DATE: 9/9/2014 p cw her ) drywall(BC). the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ * Cr 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 ,,OREGON ,4i SE Q. : 6054153 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. <O 91. 20� T. TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 14, gy 7. p. fabrication,handling,shipment and installation of components. necessary. MFR R I L-. V Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center II II(III 111111111 II VIII(III)I 111 I II HI TPI/WTCA in BCS(,copies of which will be furnished upon request. Digit coincide with jointain che. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-67) 15 TC LATERAL SUPPORT <= 12"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" -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 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" 1-11-11 MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.067" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 6.00 NOTE:Design assumes moisture content does not exceed 195 at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=l.6, 'rilliji Truss designed for wind loads in the plane of the truss only. �' o co o/- v 0 0� 2► 4► 1 M-3x4 y y y 1-06 2-00 !PROVIDE FULL BEARING:Jts:2,4,31 JOB NAME : 2610-B NH POLYGON - SJ1 Scale: 0.6958 �,c����GIN(}c)�FF61.9 WARNINGS: GENERAL NOTES,unless otherwise noted: 'C 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 = �P E Truss: SJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at .rte. DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by f�r �iit ' 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++ OREGON ''" 4. Na load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. +cy SEQ. : 6054155 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L7A� �'�� A. design loads be applied to any component. and are for"dry condition"of use. O y 14, 2, 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 ifnecessa +p 1 - fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. `rT RIO_ 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincideiindicate with jointcenterche. 9. Digits indicate size of plate in inches. MiTek USA,IDC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 111111III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=) 0) 76 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-73) 30 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42,0 PSF 0'- 0.0' -115/ 440V -15/ 88H 5.50" 0.70 KDDF ( 625) 1'- 9.2' -52/ 60V 0/ OH 5.50" 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7° -44/ 94V 0/ OH 1.50" 0.15 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2DHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 esf) uplift at 24 "oc spacin 1 12 REQUIREMENTS OF DEC 2012 AND INC 2012 NOT BEING MET. 9• VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 6.00 I/ BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0,013' @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014' @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.003' @ 1'- 3.6" Allowed = 0.246" MAX TC PANEL TL DEFL = 0.002' @ 1'- 2.1" Allowed = 0.369" 3 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), N load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. o/- cp 0 Ili o� 2� 4� 1 M-3x4 1-06 2-00 1-11-11 1PROVIDE FULL BEARING:Jts:2,4,31 en JOB NAME : 2610-6 NH POLYGON - SJ2 Scale: 0.7754 �.c.. ` GINI}C)OTA� (3trp WARNINGS: GENERAL NOTES,unless otherwise noted: �� /• �9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92 S S P E 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. 1/' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r� is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC) „....04/0/0".- pywshown nit/ordrywall(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++ Q 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '9 41 OREGON 441 SEQ. : 6054156 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L +�� design loads be applied to any component and are for"dry condition"of use. / Ai), 2.0 -}� 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, Q. fabrication,handling,shipment and installation of components. necessary. `11 -ii . 7.Designassumes ne drainagecis s � R R LL 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 111111111111111111141 TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide withzjoint ate in che. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-104) 47 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18,0" 0.0° TOTAL LOAD = 42.0 PSF 0'- 0,0" -95/ 431V -22/ 119H 5.50" 0.69 KDDF ( 625) 1'- 9.2" -46/ 152V 0/ OH 5.50" 0.24 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -67/ 144V 0/ OH 1.50" 0.23 KDDF ( 625) C,CN,C18,CN1B (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 osf) 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 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014° @ -1'- 6.0" Allowed = 0.200" MAX 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 6.001/ 3 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9° MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" NOTE:Design assumes moisture content does 0 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads c, in the plane of the truss only. M O/- 4 III .� 2 4111111111 M-3x4 1-06 2-00 3-11-11 (PROVIDE FULL BEARING;Jts:2,4,3] JOB NAME : 2610-B NH POLYGON - SJ3 <<...0 PNOFFSsi Scale: 0.6290 ?\ 02 WARNINGS: GENERAL NOTES,unless otherwise noted: � � r- 9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual !92,..,.P E. Truss: SJ3 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. .. .. and bottom chords to be laterallybraced at 2.Design assumes the top 3.Additional temporary the er toct insure stability ng construction of ... 2'continuous and at 10'o.c.respectively ply unless braced throughout their length by �.� " P Y /I! DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracing / _� P Y aImpact sheathing such l cingoeaiwen sheathing(TC)and/or drywall(BC). DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3. 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. 7 l SEQ. : 6054157 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, G� �lq N �� design loads be applied to any component, and are for"dry condition"of use. O Y 1 TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �yQ fabrication,handling,shipment and installation of components. Designneassumes. 4'7 "R R I t_"- V P P 7. laes adequateated drainageh iso truss,and This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII I III VIII(III I III(III(III TPI/WTCA in BCSI,copies of which will be furnished upon request. Digit coincide with jointain inches'9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 76 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-138) 63 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0° -52/ 374V -30/ 151H 5.50" 0.60 KDDF ( 625) 1'- 9.2" -111/ 291V 0/ OH 5.50" 0.47 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -90/ 193V 0/ OH 1.50" 0.31 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 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 = 0.006" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.008" @ 1'- 0.1" Allowed = 0.067" MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 3 - 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 6.00 I/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. .4- c, .1- 0)co c?/- .7r MI off - 0 M-3x4 1. y y 1-06 2-00 5-11-11 (PROVIDE FULL BEARING;Jts:2,4,3) JOB NAME : 2610-B NH POLYGON - SJ4 '�1'ED ME-L, Scale: 0.5260 +��� ��%� s/O2 WARNINGS: GENERAL NOTES,unless otherwise noted: �� ! / / -A< 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual � S P E Truss: SJ 4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /�' is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood ��` DATE 9/9/2014 resuead where sand/or drywall(BC). the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ � (r : 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -7 OREGON 5, 4!j SEQ. : 6054158 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L -1, �C design loads be applied to any component. and are for"dry condition"of use. / .1')". �' 9-C/\ � 4 TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 7 tT necessary. rR Filo_R fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII 1011 IIII 1111 1111 III(111 III(III TPINNrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-131 1,ESR-1988(MiTek) EXPIRES:12/31/2015