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Plans (34) 4451— - — Uv(7 mm l ?3C<3 54s ?J L.06fesr MiTekb MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL13-290_UP_H Fax 916/676-1909 2610 BC The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R42684373 thru R42684384 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. qty PI�OFFss � NGINc 1� I:t" 87 2PE SAT OREGON (1, 40 � Al � $EF ,C)©S A. HER 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:_eghlek1 p1 OgFEQgnUa1 oSyJt2m-xz31NiD3wNn_Oyv15i5aF?3X1?yGp7nF6fznNMykJbR I 2-6-0 I V-5-41 I 1-2-° 110-11-8 I 1 1,2.0 1 1 2-1-0 I Scale=1:28.5 3x5= 3x4= 3x4 = 3x5= 3x4= 1 2 3 4 5 6 7 8 9 10 e o e- _4 e a e q / — fie _ 12 N e e e e e e A/ 1-1 17 16 15 14 13 12 3x4= 3x8= 3x4= 3x8= 3x4= }}8-10-12 0-114-5-12 88--2-4 ah-2 �Oo-7-0[ 13-100 1p0-7--020-7-0 1 12-402 0-7-0 Plate Offsets(X,Y): [6:0-1-8,Edge],18:0-1-8,Edge],19:0-1-8,Edgel,[16:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.73 Vert(LL) -0.28 13-14 >719 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.92 Vert(TL) -0.44 13-14 >460 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:76 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing:13-14. REACTIONS (lb/size) 18=734/0-4-4 (min.0-1-8),11=734/0-4-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2547/0,3-4=-2547/0,4-5=2895/0,5-6=-2895/0,6-7=-2851/0,7-8=2851/0,8-9=1674/0 BOT CHORD 17-18=0/1557,16-17=0/2931,15-16=0/2895,14-15=0/2895,13-14=0/1674,12-13=0/1674,11-12=0/1674 WEBS 8-13=324/0,9-12=0/347,2-18=1680/0,2-17=0/1069,4-17=415/0,4-16=302/0,8-14=0/1312,7-14=-294/0, 6-14=352/0,9-11=1851/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 94 29 870 2PE. N f� - cv‘ iv ''0j, OREGO if) EXPIRES:06/30/2015 August 25,2014 e 1 ®WHEW-Verifgdesignpa;ameincsandREADN2TESON71UFSANDMIMEO MEEK REFERENCE PAGE MPI7473rex 1/25/281/9EtORElISP 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 the ■tl�T�1�1�' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding (Y8 1 fabrication,quality control,storage,delvery,erection and bracing.consult ANSI/TP11 QuaNy Criteria,050.89 and SCSI Building Component 7777 Greenback Lane,Suite 109 If Southern cn Pine)$P)lumber tsoep Truss clr elees ge values8 etStreet,eSuitenese 06/01/2013 by MSC 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 2610 BC PL13-290 UP H F02 Floor 11 1 R42684374 Job Reference(Optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:39 2014 Page 1 ID:_egh?eklplOciFEQgnUaloSyJt2m-P9d7b2Ehhhvrd5UUeQcpoDbmgPMtYcgOLJiKwoykJbQ 1 1-0-0 1 10.6-411 1-2-0 II 1-8-8 11 1-9-0 11 1-2-0 11 1-4-4 11 1-6-0 1 1-6-0 1 Scale=1:32.7 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x5= ç2 .; ; ;<;3 5 7 10 11 12 13 14 15 16 \ 17' 26 25 24 23 22 21 20 19 18 176 3x4= 4x5= 3x5= 3x5= 3x4= 3x6= 3x8= 3x4= 9-5-12 14-5-12 1 8-3-12 ¶10-121 1 13-3-12 1f-10-1T I 19-2-8 1 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,Edgel,[13:0-1-8,Edge],[23:o-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) Vdefl 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 Ina YES WB 0.55 Horz(TL) 0.06 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:92 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 27=839/0-4-4 (min.0-1-8),17=839/Mechanical FORCES (lb)-Max.CompJMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1522/0,3-4=1522/0,4-5=-2658/0,5-6=2658/0,6-7=-3409/0,7-8=3409/0, 8-9=-3795/0,9-10 795/0,10-11=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/I-PI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ,R,,tD PR OFs LOAD CASE(S) Standard �NG[NE�� c./. • '� 87022PE <' N 7 <C,OREG•N o �/ A. HERS EXPIRES:06/30/2015 August 25,2014 a l"" 1 kPARN7Na-Ver, design parametnrs 3rd READ TEES ON TNISA 74M IXED N1TFK REFERENCE PAGE MIT 7}73 rec I/2512014 MUSE . Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shownMil is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure a the responsibility of the building designer.For general guidance regarding Mitek' fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Crtlerla,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane,Suite 109 Ifleucm Mae(SP)lumber is apecifiad,the deem aapues ace tflsece effective 06/05/2013 txyAtSC Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply Floor 5 1 2610 BC R42684375 PL13-290_UP_H F03 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTekh? Industries,Inc.Mon Aug 25 09:49:39 2014 Page 1 ID:_egeklplOgFEQgnUaloSyJt2m-P9d7b2Ehhhvrd5UUeQcpoDbr8PV_YjiOLJiKwoykJbQ I 1-3-15 1 1 1-2-0 I I 0-5-1 I 2-6-0 I Scale=1:11.4 3x4= 1 1.5x3 II 2 3 1.5x3 II 4 3x4= 5 1.5x3 II • • /.......... N / .,._ 6`^ e e e 1.5x3 II 3x4= 6 9 8 7 3x4= 3x4= 1-6-15 I 2-1-15 j 2-8-15. 21101 5-11-0 I 1-6-15 0-7-0 0-7-0 0-1 3-0-9 Plate Offsets(X,Y): [2:0-1-8,Edge),[7:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.02 6-7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.03 6-7 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.11 Horz(TL) 0.00 6 n/a n/a Weight:28 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) 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=-317/0,3-4=317/0 BOT CHORD 8-9=0/317,7-8=0/317,6-7=0/390 WEBS 2-9=391/0,4-6=-421/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)6. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIITPI 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 <c\I" PRO ANG) �O-t- ct 870 2PE y %,OREGON ti'z' _III 00 SA. H � EXPIRES:06/30/2015 August 25,2014 9 1 A ty N}t a-Ye iyrt aign paramessrs and REM,t IER ORM; INCLUDED Mirk REFERENCE PAGE N 7473;tr.3,129/201$9E RE7 SE tome. Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown '�e ^ is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 7777 Greenback Lane,Suite 109 fabrication,quality control,storage.delvery,erection and bracing,consult ANSI/T1111 QuaOy Crieda.DSB-89 and BCS(Building Component Citrus Heights,k L ne,Su IfSouthern WnetSP}Iu fiber iso ecified,thistJaa•sige values are chase tfueceee3el OE$3/261.3 by MSC 4. Job Truss Truss Type Qty Ply 2610 BC R42684376 PL13-290 UP_H F04 FLOOR 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:40 2014 Page I ID:_egh?eklp1OgFEQgnUaloSyJt2m-uLBVoOFJS_1iFF3hC782KQ8?NpsoHBhYazSuSEykJbP 2-2-4 1 3x4= 2 1.5x3 II Scale=1:8.8 L 0 N k { { N. , h 4 3 1.5x3 II 3x4= I 2-5-4 I 2-5-4 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.02 Vert(TL) -0.00 3-4 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:12 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-5-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=102/Mechanical,3=102/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Refer to girder(s)for truss to truss connections. 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard '�� co PR°Fe 5 tiN ZINE .i.s'o ' 87022PE ke v" / 7 N >" s ,,OREGO ti�r„.11/ 16 Fiy$ER A\ � ©, A. HERN� EXPI RES:06/30/2015 August 25,2014 1 f ®WARNIM-Verify design parametersx 3READDftIFS0NIRISAND MIMEDHIM(wawa i MIT.1473 mcI,r29/20ISBMW USE —_. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding - - - MiTek* fabrication,quality control storage,delivery,erection and bracing,consult- ANSI/TPII Qualify Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Hei9 his,CA,95610 If Southern +e OP)1a.atrheex is xirzd,the.design:values ace these eifedu,re 06/01/21013 byALSC Job Truss Truss Type Qty Ply 2610 BC R42684377 PL13-290_UP_H F05 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:41 2014 Page 1 �p..3 ID:_egh?ekl p1 OcIFEQgnUal oSyJt2m-MXIt0kGxCIAZtPetmgfHteg5?C2VOTBhocBR_hykJbO I 1-1-°M �r I t" H 1 1-2-0 II 1-`5-8 I I 2-0-0 11 1-2-0 I I 2-3-8 I 2-6.0 I Scale=1:33.2 4x4= 3x4 = 3x4= 3x4= 3x4= 3x4= 3x8= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 e a / t A6/. � ' /\if•a � N 2 e e a e .418 24 23 22 21 20 19 18 17 3x4= 4x5= 3x5= 3x5= 3x4= 3x6= 3x5= 3x4= 9-5-12 14-5-12 I 8-3-12 800-121 I 13-3-12 1}-10-1 I 19-6-4 I 8-3-12 0-7-0 0-7-0 3-10-0 0-7-0 0-7-0 5-0-8 Plate Offsets(X,Y): (10:0-1-8,Edge),[12:0-1-8,Edgel,[17:0-1-8,Edge),[21:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.54 Vert(LL) -0.34 18-19 >683 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.70 Vert(TL) -0.53 18-19 >442 360 BCLL 0.0 Rep Stress Ina YES WB 0.75 Horz(TL) 0.07 16 n/a n/a Weight:92 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) 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) 25453/044 (min.0-1-8),16=853/0-2-8 (min.0-1-8) FORCES (Ib)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=1550/0,3.4=1550/0,4-5=-2714/0,5-6=2714/0,6-7=-3493/0,7-8=3493/0, 8-9 907/0,9-10=3907/0,10-11=3977/0,11-12=3977/0,12-13=3210/0, 13-14=3210/0 BOT CHORD 24-25=0/824,23-24=0/2177,22-23=0/3147,21-22=0/3744,20-21=0/3907,19-20=0/3907, 18-19=0/3210,17-18=0/3210,16-17=0/1855 WEBS 9-21=285/0,12-18=260/0,13-17=396/0,2-25=1155/0,2-24=0/1016,4-24=-878/0, 4-23=0/751,6-23=607/0,6-22=0/485,8-22=407/0,8-21=0/512,12-19=0/987, 11-19=290/0,10-19=9/349,14-16=2002/0,1417=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 ANSUTPI 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 �� Op es_attached to walls at their outer ends or restrained by other means. �� G[N4- ss;Q LOAD CASE(S) Standard �C. * 87a22PE 1' 7 c‘" c,,"--OREG N cls O Cbs, �' ps A. He EXPI RES:06/30/2015 August 25,2014 e A tfARNT -Ye;7p dexiyn,.a;ameenrs and READ WEE ON THIS AND MIMED€D MIKRFFPAE MIT 7 413 mc I/25/2L14WORE USE Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. . Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/TPIl Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 ISafelyf Southern ern Pine l(Sp)Iv etterisspecified, d5esign va8lues ameba-se L Suiteh3 2 A/1U3/3OS.3 tsyAt5C 22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 2610 BC PL13-290_UP H F06 Floor 4 1 R42684378 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?ekl p1 OgFEQgnUa1 oSyJt2m-gkJGD3GazcIQUZ03KYAWQrDG?cNUlzTr1 Gx_W7ykJbN 1 1-p.o I I -II 1-2-0 II 1-8-8 II 1-8-8 II 1-2-0 II 1-5-8 II 1-6-0 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 cse 4. 9 _z wir./....,ltur\.: '‘ 1 .W' _. 1 _ 44444114414,141, e e O 26 25 24 23 22 21 20 19 18 17 3x4= 455 = 355= 3x5= 3x4= 3x6= 3x8= 354= 9-5-12 14-5-12 I 8-3-12 >I-10-121 I 13-3-12 It-10-1 I 19-3-12 8-3-12 0-7-0 0-7-0 3-10-0 0-7-0 0-7-0 4-10-0 Plate Offsets(X,Y): (10:0-1-8,Edgel,(12:0-1-8,Edge),113:0-1-8,Edgel,(23:0-1-8,Edge) LOADING(pst) SPACING 1-7-3 CSI DEFL in (loc) Vdefl Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.46 Vert(LL) -0.30 21-22 >768 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.47 21-22 >491 360 BCLL 0.0 Rep Stress Ina YES WB 0.56 Horz(TL) 0.06 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:93 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 27=844/0-4-4 (min.0-1-8),17=844/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1531/0,3-4=-1531/0,4-5=-2676/0,5-6=2676/0,6-7=-3437/0,7-0=3437/0, 8-9=-3834/0,9-10=3834/0,10-11=3833/0,11-12=3833/0,12-13=3115/0, 13-14=2080/0,14-15=2080/0 BOT CHORD 26-27=0/815,25-26=0/2149,24-25=0/3100,23-24=0/3679,22-23=0/3834,21-22=0/3834, 20-21=0/3115,19-20=0/3115,18-19=0/3115,17-18=0/1168 WEBS 9-23=-278/0,12-20=281/0,13-19=0/312,2-27=1141/0,2-26=0/1003,4-26=-865/0, 4-25=0/738,6-25=594/0,6-24=0/472,8-24=397/0,8-23=0/502,12-21=0/925, 11-21=271/0,10-21=97/292,15-17=1403/0,15-18=0/1097,13-18=1261/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2012 international Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ri4 tPR Ores LOAD CASE(S) Standard �(N s'0 4t. 8 • 2PE ;ter" , 5. ik �A� OREGQ ti� <U Rs, A. HEWN- EXPIRES:06/30/2015 August 25,2014 ®MUM-Verily defir paoutxlersuciRFA(Ifss-TESOHTTfrSANDMI EDHITESREFETi FMS PAGE Mid 7473mg.1/29/ZOt&DEM E Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the - erector.-Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding -- - MiTek' fabrication,quality control storage,delivery,erection and bracing,consul ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria.VA 22314. 7777 Greenback lane,10 109 It S""rheort Pine 44unitieriss specified.,idle. �nss evalues are theca cgacthse 06/01/2013 by MSC CBrus Heights,CA.95610 Job Truss Truss Type Qty Ply 2610 BC R42684379 PL13-290_UP_H F07 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug25 09:49:42 2014 Page 1 ID:_egh?ek1 p1 OgFEQgnUa1 oSyJl2m-gkJGD3GazcIQUZD3KYAWOrDLNcVO13Dr1 Gx_W7ykJbN 0-9-12 I I 2-6-0 I Scale=1:11.9 1 3s4= 2 1.5x3 II 3 3x4 = 41.5x3 II • • 0 N O � N / e 3x6= 7 6 3x4 1.5x3 II 6-2-4 I I 6-2-4 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Vdefl 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 Ina YES WB 0.19 Horz(TL) 0.00 5 n/a n/a Weight:29 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 7=267/Mechanical,5=267/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-7=-284/0 BOT CHORD 5-6=0/416 WEBS 3-5=-449/0,1-6=0/373 NOTES 1)Refer to girder(s)for truss to truss connections. 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TP1 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 X14.0 PROF4s cs 4v. ,.:./;) sf©, 4c' 87022P �y <CkA), OR GON 4,3 I rn 48ER 1\ ��© S A. Heck EXPIRES:06/30/2015 August 25,2014 + t ®WANING-Verifydcsigraparamcfstsuxi REAP ARIESOf1DORM MIXED elt 1/2911014145411EISE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. 1111"-_ 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 11 d'T�I:` erector.Additional permanent bracing of the overall structure s the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,055-89 and SCSI Building Component 7777 GreenbackB Lane,Suite 109 fSeutInformation tsern Pmcisplvlaanoea scper ,d.,thencsigrs ksesacceees sseeef c coe/0;f2013.t'A22314. Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 2610 BC R42684380 PL13-290 UP H F08 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MTek Industries,Inc.Mon Aug 25 09:49:43 2014 Page 1 ID:_egh?ek1 p1 OgFEQgnUa1 oSyJt2m-IwseRPHCkvQH6joGtFhly3mSvOnLUQu_GwgY3ZykJbM 1 1-0-0 1 -7-811 1-2-0 II 1-8-8 II 1-9-0 II 1-2-0 II 1-5-8 II 1-6-0 I 1-6-0 I Scale=1:32.8 404= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 • cil e e e a oe 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 II-10-0/9-5-0 1 1330 113-10.01 I 19-3-0 l 8-3-0 0-7-0 0-7-0 3-10-0 0-7-0 0-7-0 4-10-0 Plate Offsets(X,Y): 110:0-1-8,Edge],112:0-1-8,Edge],113:0-1-8,Edge],f23:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.21 20-21 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.42 Vert(TL) -0.33 20-21 >705 360 BCLL 0.0 Rep Stress lncr YES WB 0.55 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code IBC2012/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 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 (Ib/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.CompJMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1525/0,3-4=-1525/0,4-5=2663/0,5-6=-2663/0,6-7=-3417/0,7-8=3417/0, 8-9=3816/0,9-10=3816/0,10-11=3806/0,11-12=3806/0,12-13=3114/0, 13-14=2070/0,14-15=2070/0 BOT CHORD 26-27=1776/0,25-26=647/0,24-25=0/601,23-24=0/1097,22-23=0/1216,21-22=0/1216, 20-21=0/684,19-20=0/684,18-19=0/684,17-18=1471/0 WEBS 9-23=-284/0,12-20=274/0,13-19=0/311,2-27=1155/0,2-26=0/980,4-26=884/0, 4-25=0/711,6-25=612/0,6-24=0/444,8-24=-418/0,8-23=0/500,12-21=0/900, 11-21=264/0,10-21=106/282,15-17=1412/0,15-18=0/1076,13-18=1269/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Non Standard bearing condition. Review required. Vo 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. [) PR°f 6) 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.13V'X 3")nails. Strongbacks to (3 N�,�9 t be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard �� 2� 8 # 2PE 4 i t y �,6.� OREGO n. �Kf Or,'IP '-4t 1� s A. HERN EXPI RES:06/30/2015 August 25,2014 _. 9 A 64ARNT? -Waif damparameters Pard READ/ T::S ON THIS ANL 3t t.I/t ED NTTEKREFERENCE PAGE HU 7413 sc a1125/2014 BEO:MEUASE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the ��TPrk� 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,consuf ANSI/TPH Quafly Criteria,058-89 and BCSI Binding Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. trsautre kPare tSP)leaner is specified,the aesga 10114,4t5 are these eget-tie*0003/20131syALSC Cams Heights,CA,95610 Job Truss Truss Type Qty Ply2610 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 Mi Tek Industries,Inc.Mon Aug 25 09:49:44 2014 Page 1 ID:_egh?ek1 p1 OgFEQgnUa1 oSyJt2m-m6Q0ellgV DY8ktNSRzC_VGIhsQBuDzo8VaQ5bTykJbL I 0-8-4I I 2-6-0 I Scale=1:11.6 1 3x4 = 21.5x3 II 3 3x4= 4 1.5x3 I I • II— o N G 1. 8*' 7 6 3x4= 1.5x3 II 6-0-12 I I 6-0-12 LOADING(pst) SPACING 1-7-3 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.00 5-6 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.14 Vert(TL) -0.06 5-6 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.18 Horz(TL) 0.00 5 n/a n/a Weight:29 lb FT=0%F,0%EBCDL 5.0 Code IBC20121TP12007 (Matrix) LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 7=261/Mechanical,5=261/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 14=283/0 BOT CHORD 5-6=0/403 WEBS 3-5=435/0,1-6=0/363 NOTES 1)Refer to girder(s)for truss to truss connections. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard c( PROEF6, c-J tiNGINE e tSio ct 87022PE <" N N 1;:.7 '3.), GREG•N n5 Qi C� 418ERt `S A. HE'S EXPIRES:0£/30/2015 August 25,2014 4e. ®lffsWTh°3-V0i)ffdesignparnmersrsand REAP MIS OHMS ANC MAO mil Design valid for use only with M7ek connectors.Thu design is based only upon parameters shown.and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the I� . erec ur.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding - --_ _ -Y- ek# R:. fabrication,quality control storage,delivery,erection and bracing.consult ANSI/0111 Quality cdfeda,DSC-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information PiitiEo((S availablelumbisspe specified,the&mt5es values ere'Chose effective �/03/20;3 tsynISC 22314. Citrus Heights,CA,95610 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 MTek Industries,Inc.Mon Aug 25 09:49:45 2014 Page 1 ID:_egh?eklp1OgFEQgnUaloSyJt2m-EJ_Or5JSGXg?MOye?gjD1Urj_gO?yGbHjE9f7SykJbK 1 1-0-0 1 0-11-4 ii 1-2-0 I I 1-9-0 ii 1-8-8 ii 1-2-0 I G121 1 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 1122 13�\\ 1144 15 16 WV :e a �^ 2 26 25 24 23 22 21 20 19 18 `17 3x4 = 4x5= 4x8= 3x5= 3x5= 3x5= 3x8= 3x4= I 2-2-4 12-9-413-4-4 1 7-2-4 17-9-418-4-41 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),f6:0-1-8,Edge),[7:0-1-8,Edge),(26:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.73 Vert(LL) -0.36 21-22 >651 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.72 Vert(TL) -0.56 21-22 >417 360 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.07 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:94 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=859/0-4-4 (min.0-1-8),27=859/0-2-12 (min.0-1-8) FORCES (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=-0238/0,6-7=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. ��r cO PR Ore, LOAD CASE(S) Standard NG)NE, if, cc' 870 2PE ,c N - ,0),,OREGON ti, 4/ 0& A. NEF; P EXPIRES:06/3W2015 August 25,2014 _ r ®ICA,MH7:J3-Yer#ydeslga parame Oirs and REAP NNES CH THIS AND THCtffwED MITER REFERENCE M9E Mit 7473 mt.1,129/2414BEFORFU USE Design valid for use only with MOek connectors.This design is based only upon parameters shown,and is for an individual building component. . Applicabitly 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 rd the �'�� _ erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPI1 Quaftly Crffeda,D5B-89 and SCSI Building Component 7777 Greenback Lane,Sate 109 Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine OP)bamaaes It verified,the design values are these effective 06/01/3013 byAtSC 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 I P-5-4I ID:_egh?eklpl OgFEQgnUal oSyJt2m-t'm3RJ41 goszAXrZOESahOuuDhNhlhQyuvCfuykJbJ I 2-6-0 I r��I I 1-2,0 I I 0-11-8 I 1 1-2-0 I I 1-11-4 I Scale=1:28.3 3x5 = 3x4= 3x4= 3x5= 3x4 =- 1 1 2 3 4 5 6 7 8 9 10 s •• rai oi e a e e e Ad 1- / 17 16 15 14 13 12 3x4= 3x8= 3x4= 3x8= 3x4= }}'8-10-12 14-5-12 88--2-4 &0-1-$2 �0-77-0 1 13-10-0 1 0-7-0 0-7-0 I 126 0-7-0 Plate Offsets(X,Y): [6:0-1-8,Edge),[8:0-1-8,Edgel,19:0-1-8,Edge),116:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/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/TPI2007 (Matrix) Weight:76 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 18=727/0-4-4 (min.0-1-8),11=727/0-2-12 (min.0-1-8) FORCES (ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2516/0,3-4=-2516/0,4-5=2841/0,5-6=2841/0,6-7=2786/0,7-8=2786/0,8-9=1593/0 BOT CHORD 17-18=0/1541,16-17=0/2883,15-16=0/2841,14-15=0/2841,13-14=0/1593,12-13=0/1593,11-12=0/1593 WEBS 8-13=327/0,9-12=0/357,2-18=-1664/0,2-17=0/1052,4-17=397/0,4-16=310/0,8-14=0/1322,7-14=290/0, 6-14=-361/0,9-11=1785/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard BRED PRQF- ,S 4Nc 1N4,9 Sim*. ct 87022P1 r „ i 04 > iy 7 A,,, ORGONti� ly lir cc's, 0 .4 ©S A. HE EXPIRES:06/30/2015 August 25,2014 t, it A WARNING-yerfiytie*paaannttrr3wdREAD I TES OH THIS AM 7tICFtP`EDHITERRcEFEREIM'.EtACEiflT-7773rteVat 2014BEMUSE Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. . Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the ■/� e�* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding BYB fabrication,quality control,storage,detvery,erection and bracing,consult ANSI/IPI1 Qualify Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 if Southern Pi Information ISP)tssr,tsa( spratuted,the teifus,volsu soo$�ece Street,effective /03j2013 by ALSO Citrus Heights,CA,95610 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 Jul25 2013 MiTek Industries,Inc.Mon Aug 25 09:49:46 2014 Page 1 ID:_egh?eklp1OgFEQgnUaloSyJt2m-iVYm3RJ41goszAXrZOESahOObDsXhsyQyuvCfuykJbJ I 2-6-0 1-9-11 I I 1-2-0 110-5.5 Scale=1:16.8 1.5x3 II 3x4= 1.5x3 II 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 4 5 6 / , 0 N e A 1 L X 9 8 3x4 = 7 3x4= 3x4= 3x4= I 4-5-3 4 f'11 5-1-11 1 5-8-11 51 OT.38-11-0 I 4-5-3 0-1 0-7-0 0-7-0 0-1-8 3-0-13 Plate Offsets(X,Y): 18:0-1-8,Edge],19:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.19 Vert(TL) -0.08 9-10 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.21 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:40 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=387/0-2-8 (min.0-1-8),7=387/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=797/0,3-4=797/0,4-5=-797/0 BOT CHORD 9-10=0/705,8-9=0/797,7-8=0/726 WEBS 2-10=-761/0,5-7=-784/0,5-8=18/324 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard ,v,E1 PROFFsrS G�� *:76012N::: �e44, 2 c 7 'oj, OREG N rtO Ali On I8ER 'k P IS A. HE EXPI RES:06/3012015 August 25,2014 4 r _ ®WA:WN75,T3""V fydca a par uxierx zed REAS M)7FS ON BUM U E DEUCED MI TEK f(EF EME PAGE H7T.:473 re 6 I/28/26I4SPO 1f5£ �' Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Mil Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MTek' 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/1111 Quality Crtieda,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. Carus Heights,CA,95610 If Southern Pine(SP)lutatsee isived:84cl.the'design vduues are these effective 0G/O1/2o1.3 byAtSC Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate onjoint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property /4 I I (Drawings not to scale) Damage or Personal Injury offsets are indicated. MEDimensions are in ft-in-sixteenths. 1� Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0 1/1 it 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tar I Mill7EIN 111611111111111121°P 0bracing should be considered. rYO3. Neverexceedthe designloadingshown andnever 1_� � Ustackmaterialsoninadequatelybracedtrusses.4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c6-? cs Or designer,erection supervisor,property owner and 0-''i BOTTOM CHORDS all other interested parties. plates ' from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joinand nds aregulated fully. ul by ANSI/IP!Knots wwane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available In MITek 20/20 NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber software or upon request. shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZEuse with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber Is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that 4,6 Indicated represents values as published specified. Indicated by symbol shown and/or by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ff.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. tiM t. reaction section indicates joint1 1=1166.M 17.Install and load vertically unless indicated otherwise. number where bearings occur. Min size shown is for crushing only. M4y. 18.Use of green or treated lumber may pose unacceptable ►_ environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, miTeke 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 m m m IV.... o > m j� �° :::0)0 p. O O y ^r . CD H O8 W ti G) H D Z m O N O c = z a Z O z o = r °, = 0Z o o z 51-31/2' 16'x' to 0 61' 1/2' 0 CO I � r O nn I 'I d 4 0. - — El at D C < < m . di Co v, v, _m CD z W ? ° E2 (7) i y W N -- w w a al y \G < / N di - / o g � a . c N y ° m d i3 / gt O. m mOm� ma ��AtnN my�0 N N r o z- 0F)211,zAsm --� °�j mmzzm�°c° _. 9 Q 2$(46 OZZ(Ngm yi AZzpm2ympm �i E3 a p>Zz04»OmntiA S2 _L_ ___.. I - vmm ZO �cOp r °�m°.z2,,. zs c � cr 0000 ;Dc 5jSo __ r _. Z°�Z�o=o ro - =ao (4 J3 J4 _ N 0. o N° J 4 ,. a Re O 11:1 4 E5 `" r engtCD PCP [ r�1rr� 3r-6' 0. C g k■ 61'-31/2" I_ 1618' 10'-0' P in I I ® CONFORMS TO DESIGN CONCEPT ❑X CONFORMS TO DESIGN CONCEPT 10'4'SET BACKCONFORMSTO DESIGN CONCEPT WITH n CONFORMS TO DESIGN CONCEPT WITH VERIFY REVISIONS NOTEDREVISIONS AS SHOWN 0F. 0 NON-CONFORMING-REVISE&RESUBMIT ri NON-CONFORMING-REVISE AND RESUBMIT fl a . THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE o WITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE 0a FABRICATORMENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE 3 1 DRAWINGS,SPECIFICATIONS,AND APPLICABLE CODES,ALL OF WHICH HAVE FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE 2 PRIORITY OVER THIS SHOP DRAWING. .vUia m DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY CD R By Alexia Fukui Date 9/22/14 OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. MILBRANDT ARCHITECTS By: Todd R. Eaton Date: September 19, 2014 CT ENGINEERING INC 0 L 13 m IV P p r D m Onmi Oa rA u0 6 CO 67 3 n Zm 0 m o CO X Z 1V-0'SET BACK = p VERIFY � 1 ' 0 o z 0'-0 61'-31/Y x z T-31R' 3TC' I 16-6 I II T -Z• o 0 m m c oa < 3 .m a Q E5 ) (Mq> 1 co (n t65 %n 1 _f1j '" w w • w "°'�1 3 o .W 401 as j a' L b2 7 O m�p0 D g i + ! ► a N ymmAim 4 I� '1 N 5 w \ CO = OpG'ZmZNADZ y i / v 'al mO�OQO O at 41 CD 0-432;rra;PI4g- S2 E2 co N LT fOi�OQNZQCTn Zm� = / O 'O m S, _ 'i -3 cr1 , 5'-311'2' 41“11 5'41/2' I 39'4' 16'4" 61'4112' a tri CONFORMS TO DESIGN CONCEPT E CONFORMS TO DESIGN CONCEPT WITH REVISIONS AS SHOWN 3. E NON-CONFORMING-REVISE AND RESUBMIT THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE 30 WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE n FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE Q DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. 'yBy: Todd R. Eaton Date: September 19, 2014 Ilia g z N CT ENGINEERING INC MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate In inches. 10. For basic connector plate design values see ESR-1311,ESR-1988(MiTek). 4i' yd iii• c , oRQt fi(�A)f I �1F t / tillR t .. Ifofilr #lb 2sr.?�� dr . 6. - (.) /67/671 EXPIRES 6/3o/1c 111141 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 N1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF q1&BTR SPACED 24.0° O.C. not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"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 Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,C18,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=l.6, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 8-06 8-06 T HM-4x4 3 10 --0- iiiiiiii....., 12 6.00 1/ 12 \I 6.00 4 t"> �O co cr .� � O� O 0 1 M-3x4 M-3x4 y y 17-00 y 1-06 y 1-06 ;�ti`� PPR°Fess JOB NAME : 2610-6 NH POLYGON - Al sale: 0.4456 ��` � � /02� WARNINGS: GENERAL NOTES,unless otherwise noted: !9 •O P E c' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual // and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: Al incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+. 2.Design assumes the top and bottom chords to be laterally braced at �i 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �.� DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). (� DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. SEQ. : 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, 2 A1_ and are for^d y Gond ion^of use. GHQ 4 - 14, �\ C_T" design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the necessary. /14 - R RIO- 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 111111111111111111110111111111111 TPIMlrCA in BCSI,copies of which will be furnished upon request. Digit coincide twithizjointacenter liche. 9. Digits indsize 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 I 11 IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-7=(-238) 903 3-7=(-268) 212 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-1088) 302 7.6=(-227) 907 7-4=( -75) 456 WEBS: 2x4 KDDF STAND 3-4=( -816) 200 7-5=(-275) 211 LOADING 4-5=( -816) 214 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-1092) 309 BC LATERAL SUPPORT <= 12"OC. UON, DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0" 0.0' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'. 0.0" -153/ 899V -76/ 87H 5.50" 1.44 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 0.0" -85/ 713V 0/ OH 5.50" 1.14 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 16PSF 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" 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 claddingcriteria. HM-4X4 i M-4x4 y p 6.00 V `--,1 6.00 4.0" Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 4,:-..-/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 M O Ch c - -) O O 7 106 1O 0 1 M-3x4 M-3x8 M-3x4 O )' y y 8-06 8-06 y y y 1-06 17-00 JOB NAME : 2610-B NH POLYGON - A2 Scale: 0.3533 ��o�GP yp OFIFys`r/per/ WARNINGS: GENERAL NOTES,unless otherwise noted: '�/ /N�t t rY 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and is for an individual 92 P E Truss: A2 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. Ale, 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 `. 4041110'DATE: 9/9/2014 responsibilitybuilding designer. continuous sheathinggor such as plywood shrathing(TC)and/or drywall BC. /' the overall structure is the of the 3.2x Im act brid in lateral bracingre uied where shown++ ( ) jt. 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 44/ 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, L �� k design loads be applied to any component. and are for"dry condition"of use. / 9y ti 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 4, 2 �� fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. /1/ RAO- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII VIII VIII VIII VIII I III IIIIIIIITPINVECA 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(Mrfek) EXPIRES:12/31/2015 IIIIIIIIOIII 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" 0.C. 2- 3=(-1937) 527 7- B=(-442) 1531 3- 8=(-811) 377 WEBS: 2x4 KDDF STAND 3- 4=( -910) 204 8- 9=(-469) 1543 8- 4=( -32) 423 LOADING 4- 5=( -910) 223 9- 6=(-502) 1699 8- 5=(-823) 405 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1948) 573 5- 9=( -74) 456 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED 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) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 17'- 0.0" -85/ 713V 0/ OH 5.50" 1.14 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M20HS,M18HS,M16 = MiTek MT seriesBOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.050" @ 14'- 3.8" Allowed = 0.804" MAX TL CREEP DEFL = -0.096" @ 8'- 6.0" Allowed = 1.072° 8-06 8-06 T 1 T MAX HORIZ. LL DEFL = 0.042° @ 16'- 6.5" 2-09 5-09 5-09 2-09 MAX HORIZ. TL DEFL = 0.067" @ 16'- 6.5" 12 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 6,00[/ I M-4x4 6.00 Design conforms to main windforce-resisting 4 ,r-,( system and components and cladding criteria. III 4 Wind: 140 mph, h=21.3ft, TOOL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 1.1 Truss designed for wind loads in the plane of the truss only. 11 M-3x4 M-3x4 3 i M-3x4000M-3x4 M M Oc)4 1e ww -7 M-5x6 M 3x8 M 5x69 '�� e+� 4 .06 0 1 0 2.75 $ 2X WEDGE 2.75r---- 12 W/(2) M-3X4 TYP. 12 y y y y y 2-05-08 5-10-12 6-02-04 2-05-08 y 1, y J- y 1-06 2-05-08 12-01 2-05-08 ) ) > 1-06 17-00 �,0 P R OFFS JOB NAME : 2610-6 NH POLYGON - A3 Scale: 0.3242 �5� !7\(9 so WARNINGS: GENERAL NOTES,unless otherwise noted: �� `• /n� /-� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual =9 G •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 A� 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 `fir P b continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON /'. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '}� A_ ^ti 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� 219y �� design loads be applied to any component. and are for"dry condition"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 /� !1`' fabrication,handling,shipment and installation of components. Dnecessary. M"R R I+-1" V P P 7.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 VIII VIII VIII VIII VIII VIII IIII II I IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincide with jointcenterche. 9. Digitssindicate size of plate o 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 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 10-00-00 GIRDER SUPPORTING 17-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&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"0C UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. GOND. 2: Design checked for net(-5 psf) 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. Connector plate prefix designators: MAX HORIZ. LL DEFL = 0.008" @ 9'- 10.3" C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc MAX HORIZ. TL DEFL = 0.014" @ 9'- 10.3" M,M2OHS,M18HS,M16 = MiTek MT series 8-10-03 1-01-13 NOTE:Design assumes moisture content does '( < >( not exceed 19N at time of manufacture. 4-08-12 4-01-07 1-01-13 Design conforms to main windforce-resisting T T system and components and cladding criteria. 12 6.001/ M-4x6 Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-7x8 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3load duration factor=1.6, 4Truss designed for wind loads 401MMMO in the plane of the truss only. rill M-3x8 co 000 o 0 v M-5x10 cp �� ® ixm z 1.-1=-.4" 5 6 ►-m 7 M-3x8 M-8x10 M-1.5x3 ,i' y y 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 ��Ep P�oFF0_ Scale: 0.3877 ��J !'\,7j311\ tql s,O2 11 WARNINGS: GENERAL NOTES,unless otherwise noted: ��/ v/ /I I B1 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: B 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 DES. BY: LJ is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by P Y permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywallBC). _,,..0,41181P,- �� DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ `• (C. 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. -37 OREGON �((/ 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, G /Lj9r �d design loads be applied to any component. and are for"dry condition"of use. / TRANS I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14, 2.! T fabrication,handling,shipment and installation of components. necessary. 'IP 7.Design assumes adequate drainage is provided. MFR A I`- VV 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 fl IIIIII VIII VIII VIII VIII VIII I III IIII IIIITPI/WfCA in BCSI,copies of which will be furnished upon request. lines coincidewith joint center lines. indicate Digits ndicatate 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.12/3112015 IIIIIIIIIIIII 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"0C. UON. TO UNIF LL( 50,0)+DL( 14.0)= 64.0 PLF 0'- 0,0" TO 26'- 0,0" V 5- 6=(-5470) 1172 13- B=(-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"OC UON. FOR ADDL: TO CONC LL+DL= 960.0 LBS @ 16'- 0.0" ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 1898.0 LBS @ 17'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 18.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -472/ 2465V -106/ 106H 5.50° 3.94 KDDF ( 625) 26'- 0.0" -893/ 4263V 01 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. ICOND. 2: Design checked for nett-5 psfl uplift at 24 "oc spacing. M,M2OHS,M18HS,M16 = MiTek MT series ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180 **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 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 1996 at time of manufacture. 960# f Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 M-4x6 M-5x6 -16.00 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), 110 0 4� load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 3 7 or 44" c� ii NW 0 1=f=1 k o o 1 - 10 11 12 13 9 : : 0 M-1.5x3 M-3x8 M-5x6(S) M-6x8 M-1.5x3 M-3x8 1r1898# y y y y )/ 5-01-12 4-05 6-10-08 4-05 5-01-12 y y y 12-00 14-00 y ), ), ), 1-06 26-00 1-06 ��QEO PROFFss JOB NAME : 2610-6 NH POLYGON - Cl Scale: 0.2543 !`I\17y o WARNINGS: GENERAL NOTES,unless otherwise noted: �. `• /}��p /v-7 Cl1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4 r Truss: C 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 4� 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,/�.�r DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /x 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 i(/ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. - A_ qtr SEQ. : 6054138 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, v "l 2 A� TRANS I D: 407736 design loads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry condition"of use. i0 '9 y 14 a `_ 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. MER R I��- fabrication,handing,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 1111111111111111111111 TPIM rCA in BCSI,copies of which will be furnished upon request. git coincide with joint center liche. 9. Digits oini ide size 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 11111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/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- 7r(-1860) 459 11. 6=(-478) 180 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 76 6-12=( 0) 254 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STDRAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -195/ 1263V -126/ 126H 5.50" 2.02 KDDF ( 625) OVERHANGS: 18.0" 18.0" 26'- 0.0" -195/ 1263V 0/ OH 5.50" 2.02 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. M,M2OHS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -i'- 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" f T T T NOTE:Design assumes moisture content does 6-03-04 5-08-07 2-00-10 5-08-07 6-03-04 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 V M-4x6 M-6x6 6.00 e Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), * load duration factor=l.6, / Truss designed for wind loads in the plane of the truss only. M-3x4 M-3x4 3 M O M O V 6 _f_ ® N 1 9 10 11 12 p M-3x4 M-1.5x3 0.25" M-3x4 M-1.5x3 M-3x4 O M-5x8(S) ), y y y > y 6-01-08 5-05-04 3-00-04 5-03-08 6-01-08 )- y y ,, 1-06 26-00 1-06 JOB NAME : 2610-6 NH POLYGON - C2 ��E� PROFFS Scale: 0.2553 5' '''.7/7//rsy02 WARNINGS: GENERAL NOTES,unless otherwise noted: �� 92 P 9 E � 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ' Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. // 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 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 / t/�' DATE 9/9/2014 responsibility designer. continuouspsheathinggsuch as plywood gsheathing(e and/or drywall(BC). the overall structure is the res onsibili of the building 3.2x Impact bridging or lateral bracingrequired where shown++ ! (� 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 44 Q. : 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, 4:/0",7,9,1, N 'i_ design loads be applied to any component. and are for"dry condition"of use. ,�4 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. ecessary. � R R 1L-- 7.Designlaesassumes atedadequate drainage iso truss, r-T 8.This design is furnished subject to the limitations set forth by B.Plates shall be located on both feces of truss,and placed so their center IIII I VIII VIII VIII IIII IIII III IIII IIIITPINVTCA 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 11. 1111141 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 26'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 8=(-249) 1528 3- 8=(-383) 260 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1813) 391 8- 9=(-124) 1001 8- 4=(-130) 635 WEBS: 2x4 KDDF STAND 3- 4=(-1590) 392 9- 6=(-294) 1528 4- 9=(-129) 635 LOADING 4- 5=(-1590) 392 9- 5=(-383) 260 TC LATERAL SUPPORT <= 12"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. 'COND. 2: Design checked for net(-5 psi) uplift at 24 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014' @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.063" @ 17'- 1.8" Allowed = 1.254" MAX TL CREEP DEFL = -0.127" @ 17'- 1.8" Allowed = 1.672" MAX LL DEFL = 0.013" @ 27'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 27'- 6.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.026" @ 25'- 6.5° 13-00 13-00 MAX HORIZ. TL DEFL = 0.043" @ 25'- 6.5" T T 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. 4.0" Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 4'-4' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), uu load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 1 M-1.5x3 3 M / 0, O c, o r 8 CI=I 8 s o o M-3x4 M-3x4 M-3x4 M-3x4 0 M-3x5(S) y ) ) ) 8-10-03 8-03-11 8-10-03 y .1 ) 16-00 10-00 > ) ), J' 1-06 26-00 1-06 ��ck 0 PROFS JOB NAME : 2610-B NH POLYGON - C3 Scale: 0.2178 .5 0 WARNINGS: GENERAL NOTES,unless otherwise noted: '44':..:J .92$ /�-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 = P E Truss: C3 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. j 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at '� DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �� - P tY continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON `'. 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. A_ `V 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, 470-7-11- � "7,Q 0�� design loads be applied to any component. and are for"dry condition"of use. 0 1 4 2 '-k- TRANST 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 fabrication,handing,shipment and installation of components. necessary. 41R RIO,�� P P 7.Design assumes adequate drainage is provided. tl 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 1111111111111111111 TPI/WfCA in BCSI,copies of which will be furnished upon request. Digit coincide with jointche. 9.Digits idsize 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 111114 11 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 #1&BTR SPACED 24.0" O.C. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and 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,M2OHS,M18HS,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. 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 HM-4x4 12 6.003 Q 6.00 CO C'7 0 4 0 1 M-3x5(S) M-3x4 M-3x4 y y 16-00 10-00 > y 1, y 1-06 26-00 1-06 JOB NAME : 2610-6 NH POLYGON - C4 <(.- PN �FF(9n Scale: 0.3053 .�� (��i� Q2 WARNINGS: GENERAL NOTES,unless otherwise noted: ��.r l 7 7, -S7� 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 2 i P E Truss: C4 and Warnings before construction commences. building component.Applicability of design parameters and proper �,/ 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �a DES. BY: LJ ,...0",41111110,- P tY 20 Impact sheathing such lateralas bracing cingoequ eed wfrerCs own a drywall(BC). —MI DATE 9/9/2014 Nthe oadrshouldll be a is ted to any c bi pty of the ntillane dll bracnr. 4.In tmpa o bodging is he eponsbi required the 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 gA__ t(/ SEQ. : 6054141 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L� "meq 's,b` and are for"dry condition"of use. Y design loads hasbe noapcontrol to any card assut. 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14, 2 P TRANS I D: 407736 S.CompuTrus no over and assumes no responsibility for the necessary. M + f VI'fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. "'1 R R 1 VA- 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 II I VIII VIII I I II III VIII III III TPI WTCA in BCSI,copies of which will be furnished upon request. Digit coincideitwith jointpate nt che. 9.Dress idsize of plateetinches.. 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 1111E1111 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.[ IC: 2x4 KDDF bt&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C, not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and 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,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) oad duratiofEnclosl.6, ), LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 11-00 11-00 '1 T T 12 11M-4x4 12 6.00 3 6.00 _I c, }} 4 0 o ,41 //////////////////////////////////////////////////7//////////////////////////////////////////T//////////////////////////v/////////////////////////////////////// /////iii o 0 0 M-3x5(S) M-3x4 M-3x4 y y 12-00 10-00 ), y y )- 1-06 22-00 1-06 JOB NAME : 2610-B NH POLYGON - D1 . < 0 PRQ1 Scale: 0.3638 \� / 02 �7/7/ / / WARNINGS: GENERAL NOTES,unless otherwise noted: �� 9 1.Builder and erection contractor should be advised of an General Notes 1.This design is based only upon the parameters shown and is for an individual =9 G r 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 2'o.c.and at 10'o.c.respectively unless braced throughout their length by I/' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ I� 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON 44/ S E Q L<Q�q y � design loads be applied to any component and are for"dry condition"of use. 1 4 `2.0.‘ A-i- TRANS I D: 407736 5.CompuT us has no control over end 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. NIO necessary. �` R I�- 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 III IIIIII VIII VIII I III VIII VIII IIIIII TPI/WrCA in BCSI,copies of which will be furnished upon request. git coincide withzjointcenterinches.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 ESP..'311,ESR-1988(MD-ek) EXPIRES:12/31/2015 1E4111 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 B- 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 IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 329 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 76 TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0" 18.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -136/ 1095V -114/ 114H 5.50" 1.75 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 22'- 0.0" -136/ 1095V 0/ OH 5.50° 1.75 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP [COND. 2: Design checked for net(-5 ssf) 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" 8 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 f 1' 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. Design conforms to main windforce-resisting 12 9 g 6.00 M-4x6 Q 6.00 system and components and cladding criteria. I/ 4.0" Wind: 140 mph, h=15ft TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 .-1----,( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-1"5x3 IM-1.5X33 \ / M cO O O 1 8 9 • o M-3x4 M-3x4 M-3x5(5) M-3x4 M-3x4 O 1. / 1' y 7-06-03 6-11-11 7-06-03 1, y 1, 12-00 10-00 y y 1, J. 1-06 22-00 1-06 JOB NAME : 2610-6 NH POLYGON - D2 Scale: 0.2513 ��GPN O��srSjO /9' 0, WARNINGS: GENERAL NOTES,unless otherwise noted: Q� 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: 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 � �� 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 �P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). --� I DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON �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. 4, S E Q. : 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� '1'!,9 Q�FX design loads be applied to any component and are for"dry condition"of use. ‘7o-‘":11.* 1 4 P+ TRANS ID: 407736 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if _ necessary. MFR R 1 0- 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 VIII I I I III VIII I III IIII(III TPINJTCA in BCSI,copies of which will be furnished upon request. Digit coincide with jointacenter 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-1088(MiTek) EXPIRES:12/31/2015 1E I IIII 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 #1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF lit&BTR SPACED 24.0" O.C. not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main wimdforce-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 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10,Wind: 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, 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designedo for wind loads 6.00 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 -> 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. CO Lo N c,/— V 111 o4 1 M-3x4 y ), 1-06 5-03-08 c PROFFs JOB NAME : 2610-B NH POLYGON - El �- G,N s, Scale: 0.7460 1 CG17 Jp /r 02 WARNINGS: GENERAL NOTES,unless otherwise noted: �� (/7�!/ �� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual � �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. 440p„,07, 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 I� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,....04.00. DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ • SC 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 44/ SEQ. : 6054144fasteners 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. ./6 '9y 1 4 20 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 �y C_ fabrication,handling,shipment and installation of components. necessary. /y - v 7.Design assumes adequate drainage is provided. R R 10 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 111110111111111111 TPIMIrCA in BCSI,copies of which will be furnished upon request. Digs coincideitwith 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-1088(I Tek) EXPIRES:12/31/2015 IIIIIIIIIIIIII 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"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: 1B.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,CN16 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 esf) uplift at 24 "oc spacing.I 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 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013' @ -1'- 6.0' Allowed = 0.150' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" 4-11-12 0-03-12 MAX TO PANEL LL DEFL = 0.053" @ 2'- 10.2" Allowed = 0.320" MAX TC PANEL TL DEFL = -0.050" @ 2'- 8.3" Allowed = 0.479" T 'I T 14 MAX HORIZ. LL DEFL = 0.000" @ 4'- 11.8" 6.001/ MAX HORIZ. TL DEFL = 0.000" @ 4'- 11.8" M-1.5x3 4 NOTE:Design assumes moisture content does not exceed 19b at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, Truss designed for wind loads uo in the plane of the truss only. N coAi Of m V o� 2 -5 -/ 1 M-3x4 M-1.5x3 y ), J, 4-11-12 0-03-12 ,/ 1, y 1-06 5-03-08 JOB NAME : 2610-B NH POLYGON - E2 „,,,,GP E- ts! Scale: 0.5786 02 WARNINGS: GENERAL NOTES,unless otherwise noted: �� 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 �/ 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 10'o.c.respectively unless braced throughout their length by /,_ �' P ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. -'y A_ 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, L- "�'7)- 14, O'�� A and are for"dry condition"of use. y design loads hasbe nao controloto averny and assut. 6.Design assumes full bearing at all supports shown.Shim or wedge if 1 4+ 2 P TRANS I D: 407736 5.CompuTrus no over and assumes no responsibility for the necessary. /1/ 0 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R I L 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111 TPI/WfCA in BCSI,copies of which will be furnished upon request. Digit indicate 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 111III 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" D.C. 2-3=( -10) 5 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -26/ 222V -37/ 94H 5.50" 0.36 KDDF ( 625) Connector plate prefix designators: 5'- 2.0" -33/ 212V 0/ OH 5.50" 0.34 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) M,M2OHS,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 spacinq.I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.051" @ 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=l.6, II Truss designed for wind loads in the plane of the truss only. Lo N V7 si- O� Imam ��4 M-3x4 M-1.5x3 1 * y y 4-10-04 0-03-12 * * 5-02 �9,Eo PRQrrrs JOB NAME : 2610-B NH POLYGON - E3 . GIN si Scale: 0.5359 77/-rn Q� WARNINGS: GENERAL NOTES,unless otherwise noted: Q� T r�7c-� 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•1s f-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 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 .„,..40'4/9o. �- DATE: 9/9/2014 responsibilitybuilding designer. continuousxImctsheathingor such as plcinoeghead whereCs showns tlrywall(BC). the overall structure is the of the 3.2x Impact bridgingor lateral bracingrequired ++ it 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 ,y_OREGON �to SEQ. : 6054146 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G design loads be applied to any component. and are for"dry condition"of use. �O }� .�4 2� P-E.. 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 �y C_ fabrication,handling,shipment and installation of components. necessary. MFR I�i V 7.Design assumes adequate drainage is provided. ` R y 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 II I VIII IIII VIII I III VIII VIII III IIII TPINVECA 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 1111111111 III11III 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&BTR LOAD DURATION INCREASE = 1.15 1.2=(-151) 129 1-4=(-70) 92 2-4=(-225) 204 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=( -10) 5 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -36/ 307V -52/ 132H 5.50" 0.49 KDDF ( 625) Connector plate prefix designators: 7'- 2.0" -45/ 295V 0/ OH 5.50" 0.47 KDDF ( 625) C,CN,C18,CN1B (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 TC PANEL TL DEFL = -0.239" @ 3'- 7.6° Allowed = 0.703" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.001° @ 6'- 10.3" 6-10-04 0-03-12 MAX HORIZ. TL DEFL = 0.001° @ 6'- 10.3" T 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. 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=l.6, 12 Truss designed for wind loads 6.001/ in the plane of the truss only. co u7 if ....41111111111111111111 7_ v Irit M-3x4 M-1.5x3 y y 6-10-04 0-03-12 i, 7-02 JOB NAME : 2610-B NH POLYGON - E4 ��nD PROFFss Scale: 0.5003 172 WARNINGS: GENERAL NOTES,unless otherwise noted: tzt-4,-./ 91-,,, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 911 P E Truss: E4 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. /0 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.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1 �r DES. BY: LJ po y continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �` r it 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 i 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -7 A_ 10 SEQ. : 6054147 fasteners are complete and at no time should any Ioads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4- ',lir tx and are for"dry condition"of use. -7 r Q design loads bes no controlon to anycomponent.and assut. 14, �' ''+ TRANS I D: 40773 6 5.CompuTrus has no over and assumes no responsibility for the 6.necessary. Design assumes full bearing at all supports shown.Shim or wedge if MSR R I��- 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 II I VIII VIII VIII VIII]III III IIIITPIMfrCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits sindicate 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 11 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Desi n assumes moisture content does BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. M 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 (All Heights), Enclosed, Cat.2, Ex B, MWFRS Dir vertical members (uon). LL = 25 PSF Ground Snow (Pg) oad duration factor=1.6, p ( ) Connector plate prefix designators: Truss designed for wind loads LIQIIRD STORAGE DOES NOT APPLY DUE TO THE BEANIAL C,CN,CI8,CN16 (or no prefix) = CompuTrus, Incin the plane of the truss only. M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 6-10-04 0-03-12 T T T 12 6.00 M-1.5x3 3 -V LE L CO 10 li o m M-3x4 M-1.4 5x3 J, y 7-02 JOB NAME : 2610-B NH POLYGON - E5 c,��t�G. PNQp�ssi Scale: 0.5424 �� 7/n/l Q2 WARNINGS: GENERAL NOTES,unless otherwise noted: 4A(! T T -Sym 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: E5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by I is the responsibility of the erector.Additional permanent bracing of 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++ v 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. 7OREGON 4(/ 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, G� /9 \�` design loads be applied to any component, and are for"dry condition"of use. 4 y 14 2O -�.. TRANS I D: 407736 5.CompuT us has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if P fabrication,handling,shipment and installation of components. necessary. M R R LL 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111111 TPI WfCA in SCSI,copies of which will be furnished upon request. git coincide with jointcenterche. 9.Digits indicate size of plate in inches. MiTek USA,IDC./CompuTfus 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 9'- 8.0" ]GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. not nexceed assumes moisture content does not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"00. 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,M2OHS,M18HS,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 tOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 4-10 4-10 T T 1' IIM-4x4 2 i i 1212 6.00I-- - Q 6,00 co 1 co Ov_ —/O O'er //////////////////////////////////////////////////////////////////////////// O M-3x4 M-3x4 4 ; y y 9-08 1-06 JOB NAME : 2610-6 NH POLYGON - F1 <(-\'''' 4,S1 PN ��ssi0 Scale: 0.5555 �' /?// Q 2 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 i 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. /, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by -� DES. BY: LJ ..„,4111111110,- cx sheathing such as plywood sheathing(TC)s ownordrywall(BC). 0f• DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ f . 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. "y OREGON 44 S E Q. : 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� 'e7�1' 4, design loads be applied to any component. and are for"dry condition"of use. Q r i 4 2� A�-- TRAN S 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 �y C_ necessary. 4//`R R I` \ V fabrication,handling,shipment and installation of components. 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 111 I 1111 VIII 11111 IIII 11111 11111 IIII IIII TPI WTCA in BCSI,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-1988(MiTek) EXPIRES::12/31/2015 1E111 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 M1&BTR LOAD DURATION INCREASE = 1.15 1-2=) 0) 76 2.4=(0) 0 BC: 2x4 KDDF M1&BTR SPACED 24.0" O.C. 2.3=(-28) 90 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -126/ 376V -7/ 58H 5,50" 0.60 KDDF ( 625) 1'- 10.9' -145/ 190V 0/ OH 1.50" 0.30 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 10'- 0.0' 0/ 79V 0/ OH 5.50" 0.13 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013° @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TO PANEL LL DEFL = 0.005" @ 1'- 0.8" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.009" @ 1'- 1.5" Allowed = 0.145" MAX BC PANEL LL DEFL = 0.028" @ 4'- 4.6" Allowed = 0.450" MAX BC PANEL TL DEFL = -0.202" @ 5'- 10.2" Allowed = 0.600" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" 1-11-11 T NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 6.00[ v 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 -/ o M O f O/ -/ O 2�" --1 X4 1 M-3x4 y ), y 1-06 [PROVIDE FULL BEARING:Jts:2,3,41 10-00 JOB NAME : 2610-6 NH POLYGON - J1 �E� PRpFF Scale: 0.5997 �,�� `7/7//7s/Q* WARNINGS: GENERAL NOTES,unless otherwise noted: 4�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 +.�P E Truss: J1 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 construction2.Design assumes the top and bottom chords to be laterally braced at 1�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 f �4 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++ * 1r 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 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, 1..6 +� S design loads be applied to any component. and are for"dry condition"of use. 9 y 2.13,,N-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 14. fabrication,handling,shipment and installation of components. necessary. 4R R 1 1 7.Design assumes adequate drainage is provided. ` 1., 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111 TPINVECA in BCSI,copies of which will be furnished upon request. git coincide with joint centerche. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/3112015 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 N1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 76 2-4=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-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,CN1B (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 psi) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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 1996 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, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 3 -/ t v 0 N M O, 0� x4 -V 0 1 M-3x4 ), y y 1-06 'PROVIDE FULL BEARING:Jts:2,3,41 10-00 ��Eo PR°pes JOB NAME : 2610-B NH POLYGON - J2 Scale: 0.4872 �<(""‘ G(N//yc.(/ sioA- WARNINGS: GENERAL NOTES,unless otherwise noted: �� /�' 'p -v�� rf 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual = �!"E Truss: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, riller 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 4/211.111Pcontinuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /!,!rr 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 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 ((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, /76"1-1;,/1„, O\� and are for"dry condition"of use. y design loads bes no controlon to anycomponent.and assut. a 1 4, Z A7. TRANS I D: 40773 6 5.CompuTrus has no over and assumes no responsibility for the 6.necessary. assumes full bearing at all supports shown.Shim or wedge if �y S. MFR R f Ll-"Q 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 111111111111111111 TPI WfCA in BCSI,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-1988(MiTek) EXPI RES:12/31/2015 11 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0,0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-92) 86 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -67/ 508V -22/ 119H 5.50" 0.81 KDDF ( 625) 5'- 10.9' -176/ 190V 0/ OH 1.50" 0.30 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 10'- 0.0° 0/ 93V 0/ OH 5.50" 0.15 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 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 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" 8 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 lv 3 -" Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.D, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ') load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. v 0 el e, o,/- ,f- �4 -V 0 1 M-3x4 ), y y 1-06 (PROVIDE FULL BEARING:Jts:2,3,4i 10-00 JOB NAME : 2610-B NH POLYGON - J3 -<c'c' PRaFFsr � Scale: 0.4872 �� 717 1 7' ` Q� 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 = I 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. /Age 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 �s is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood DATE: 9/9/2014 responsibilitybuilding designer. pcingrequirederes(TC)and/ord ywall(BC). n. the overall structure is the res onsibili of the 3.2x Impact bridging or lateral bracing where shown++ �"t„ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '3! OREGON 1(/ SEQ. : 6054152 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 b design loads be applied to any component. and are for"dry condition"of use. �O -9)- .) 2.0\ 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 �y`_ fabrication,handling,shipment and installation of components. 7.necessary. MFR R t�� V 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 11111111111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request. git coincideiindicate with joint tecenter lines. 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) EXPIRES:12/31/2015 IIIIIIIIIIIII 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"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HOBZ 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 spacing,I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.006" @ 5'- 2.5" Allowed = 0.370" MAX LL DEFL = 0.000" @ 0'- 0.0' Allowed = 0.078° MAX TL CREEP DEFL = 0.000" @ 0'- 0.0° Allowed = 0.105° MAX BC PANEL TL DEFL = -0.414" @ 5'- 0.9" Allowed = 0.589° 7-11-11 MAX HORIZ. LL DEFL = 0.002" @ 9'- 8.3" T T MAX HORIZ. TL DEFL = 0.003" @ 9'- 8.3" 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 6.00 I/ I 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), `� load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 v o� w v Jill c?,_ ►�5 0 1 M-3x4 M-1.5x3 y y y 1-06 'PROVIDE FULL BEARING;Jts:2,4,5I 10-00 JOB NAME : 2610-6 NH POLYGON - J4 Scale: 0.4872 �,(;"' 1N OFe619 /9' WARNINGS: GENERAL NOTES,unless otherwise noted: �� 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: 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. /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 `,�, �� continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /' n. DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ t 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 OREGON !'. SEQ. : 6054153 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, Gi Yf1 b, �w design loads be applied to any component. and are for"dry condition"of use. Q Y 14, (1°N �.^�- TRAN S I D: 407736 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. /�' R R 1 fabrication,handling,shipment and installation of components. 7. necessary. assumes adequate drainage is provided. fl t� 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111M11111$1111 TPI/VVI-CA in BCSI,copies of which will be furnished upon request. git coincide withzjointcenterche. 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 (III III 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 #i&BTR SPACED 24.0" O.C. 2.3=(-67) 15 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.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 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �COND. 2: Design checked for net(-5 psf) uplift at 24 'Sc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013° @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014° @ -1'- 6.0" Allowed = 0.200" MAX BC PANEL LL DEFL = 0.002° @ 1'- 0.1" Allowed = 0.050" 1-11-11 MAX BC PANEL TL DEFL = 0.002° @ 1'- 0.1" Allowed = 0.067" T T MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 6.00 L/ NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0o C') Of- (D f o� 2 4► 1 M-3x4 J, y ,1- 1-06 2-00 (PROVIDE FULL BEARING:Jts:2,4,3b PR JOB NAME : 2610-6 NH POLYGON - SJ1 '''ED INE- s Scale: 0.6958 GINE- �3 WARNINGS: GENERAL NOTES,unless otherwise noted: �� 7/�7 -pf 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 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 DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �- It DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SE /� 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 SE Q° : 6054155 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4-/6-.7„:7).... �� 4� design loads be applied to any component. and are for"dry condition"of use. y 4 2Q �-- TRAN S 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. �`R A 1 v. 7.Design assumes adequate drainage is provided. 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 1VIII VIII VIII VIII I III VIII I III(III(IIITPIMlrCA 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,IDC./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 11E1 III 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,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 nisf) uplift at 24 "oc spacing.] 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 6.001/ BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX TC PANEL LL DEFL = 0.003" @ 1'- 3.6" Allowed = 0.246" MAX TC PANEL TL DEFL = 0.002" @ 1'- 2.1" Allowed = 0.369" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9' MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9° '' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. v Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), N load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. (o/- 0 v Ill o� 2 4 1 M-3x4 y y .1 y 1-06 2-00 1-11-11 (PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME : 2610-B NH POLYGON - SJ2 <<- P °i,P Scale: 0.775443 7/7Pi,p /Q2 WARNINGS: GENERAL NOTES,unless otherwise noted: �� 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 ze PE Truss: SJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r " DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of „...4.111110,- continuous sheathing such as plywood here and/or itdrywall(BC). ler DATE- 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown c v �v 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_OREGON 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, 1.7,6,-,,,g1, ,.° �. design loads be applied to any component. and are for"dry condition"of use. �(� -i-- TRANS I D: 407736 5.CompuTm6.Design assumes full bearing at all supports shown.Shim or wedge if 14, P s has no control over and assumes no responsibility for the necessary. M •J v fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. -�{l R �� 6.This design is fumished 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. git coincide with jointacenter lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTms 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 III VIII(( 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 41&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2.4=(0) 0 BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. 2-3=(-104) 47 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 16.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0,0" -95/ 431V -22/ 119H 5.50" 0.69 KDDF ( 625) 1'- 9.2" -46/ 152V 0/ OH 5.50" 0.24 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -67/ 144V 0/ OH 1.50" 0.23 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 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 = 0.003" @ 1'- 0.1" Allowed = 0.050° MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.067" 12 6.00 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 '' 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), cr load duration factor=1.6, o Truss designed for wind loads M in the plane of the truss only. M of- ..d- El c, 2► 4► M-3x4 1-06 2-00 3-11-11 (PROVIDE FULL BEARING:Jts:2.4,31 JOB NAME : 2610-B NH POLYGON - SJ3 Scale: 0.6290 \�, .0.'"N�FF�,`r/p WARNINGS: GENERAL NOTES,unless otherwise noted: �� /17 �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,S P E Truss: SJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper /!/ 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �� is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,,..0"01110..- -0 DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ `' C f� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. �/OREGON ^V SE Q. : 6054157 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 +�a design loads be applied to any component, and are for"dry condition"of use. �/� '9 y 1 4 �4 -� TRANS I D: 40773 6 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if C/ Q fabrication,handling,shipment and installation of components. necessary. /1' R R _\-$ 7.Design assumes adequate drainage is provided. rT Il 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 I VIII VIII VIII(III I III(III(III TPINJfCA in BCS(,copies of which will be furnished upon request. git coincide withizjoint 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) EXPI RES:12/31/2015 1111 II IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 111&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 76 2.4=(0) 0 BC: 2x4 KDDF 141&BTR SPACED 24.0" O.C. 2.3=(-138) 63 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0° -52/ 374V -30/ 151H 5.50" 0.60 KDDF ( 625) 1'- 9.2° -111/ 291V 0/ OH 5,50" 0.47 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -90/ 193V 0/ OH 1.50" 0.31 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.014" @ -1'- 6,0" Allowed = 0.200" MAX BC PANEL LL DEFL = 0.006" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.008" @ 1'- 0.1" Allowed = 0.067" MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.9" MAX HORIZ, TL DEFL = -0.001" @ 7'- 10.9" 3 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 6.00 / 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. c 0 .1- 0')M `',`-- ,i- 111 O/- O 2►� 41►� M-3x4 y ), ; y 1-06 2-00 5-11-11 'PROVIDE FULL BEARING;Jts:2,4,31 ��E0 PR Opt S JOB NAME : 2610 B NH POLYGON SJ4 Scale: 0.5260 � GIN /0 �� 2 WARNINGS: GENERAL NOTES,unless otherwise noted: �1 '$� 1.Builder and erection contractor should be advised ofall General Notes 1.This design is based only upon the parameters shown and is for an individual �9 G �P E Truss: SJ 4 and Warnings before construction commences. incorporationng component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, 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 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++ r1 Cr 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ')7 OREGON S E Q. : 6054158 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses am to be used in a non-corrosive environment, L \� design loads be applied to any component. and are for"dry condition"of use. //� '9}r 1 4 2!Q, -�.. TRANS ID: 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 cJ �p, necessary. MSR R i�L fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII 11111 IIII Ell VIII IIII III III TPUWfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Tines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015